J-NRLF 


DEARBORN  FOUNDRY  COMPANY, 

u  »« 

1525  DEARBORN  STREET, 
CHICAGO,  ILL. 

ERASTUS  FOOTE,  JR.,  Pres.  E.  T.  GUSHING,  Sec'y  and  Treas. 

•POCKET  COMPANION- 

OF 

USEFUL  INFORMATION  AND  TABLES 


PERTAINING  TO  THE  USE  OF 


Cask  Wrought  Iron  Work 

Illustrating  Various  Designs  of 

ARCHITECTURAL  IRON  WORK 

rost 

Engineers,  Architects  and  Builders. 


COMPILED   BY   THOMAS   SMITH. 


A  Large  Assortment  of  'Wrought  Iron  I  Beams  constantly  on  hand; 
also,  can  furnish  Steel  Beams  promptly. 


Et.E<JTHOTYI»ED.  COPYRIGHTED. 


r 
J 


CAUTION. 

Do  not  mutilate  this  Book  by  cutting  out  any  of  the  various 
cuts  you  wish  to  use,  but  simply  order  by  number  or  letter  below 
the  design  required. 


DEARBORN  FOUNDRY  COMPANY, 
15*5  I>earhorn  Street,  Chicago,  Illinois. 


PREFACE. 


On  the  following  pages  we  have  endeavored  to  present 
such  a  variety  of  Architectural  Iron  work,  both  in  design 
and  price,  as  will  suffice  to  meet  almost  any  requirement. 
Should,  however,  a  design  differing  from  any  of  our  illus- 
trations be  desired  we  will  be  pleased  to  give  price,  which 
will  depend  upon  quantity  and  style  of  work.  All  requests 
for  quotations  should  be  accompanied  by  an  approximate 
bill  of  items,  giving  sizes,  lengths,  etc.  The  size  of  lot 
should  be  given ;  also  state  if  corner  or  inside  lot,  and  the 
purpose  for  which  building  is  to  be  used ;  state  number  of 
stories,  and,  if  possible,  the  thickness  of  walls.  As  it  is 
impossible  to  have  a  price  list  of  such  a  variety  of  work — 
and  each  building  has  to  be  estimated  carefully — it  is  of 
great  assistance  if  this  information  is  given,  and  prices  can 
be  quoted  much  closer  than  upon  an  indefinite  inquiry. 

In  ordering  be  careful  in  designating  by  letter  or  number 
as  shown  in  the  following  cuts,  as  this  will  facilitate  matters 
in  getting  out  the  work  with  care  and  promptness. 


Manufacturers  of  Cast  and  Wrought  I  KM,  Build- 
ing Work,  Iron  Fronts,  Columns,  Pilasters,  Lintels. 
Sill  Plates,  Cornices,  Gratings,  Sidewalk  Columns 
and  Lintels,  Window  (Guards,  Sash  Bar,  Window 
Caps  and  Sills,  Wrought  Iron  Shutters  and  Doors, 
Iron  Stairs,  Balconies,  Balcony  Brackets,  Machinery 
Castings,  Boiler  Fronts,  Prismatic  Lights,  Lamp 
Posts,  Bolts  and  Wrashers,  Stirrups,  Anchors,  Cast- 
ings for  Packing  Houses,  Sugar  Refineries,  Smelting 
Works,  Stone  Yards,  Cias  Works,  etc. 


Full  Assortment  of  Wrought  Iron  X  Beams 
kept  in  stock.  Estimates  given  on  STEEL  BEAMS, 
which  we  are  prepared  to  furnish  promptly. 

KOTE.—  Estimates  will  he  given  promptly  on  ap- 
plication.   Correspondence  solicited. 


'-.84715 


DEARBORN  FOUNDRY  COMPANY. 


FRONT   NO.   1 


DEARBORN  FOUNDRY  COMPANY. 


FRONT    NO.   1. 

CONSISTS  OF  THE  FOLLOWING  ARTICLES: 

1  Stair  Dooi'-Sill  Plate  and  Riser. 
1  Store  Door-Sill  Plate  and  Riser. 

1  Pier-Plate  under  Pilaster. 

2  Pilasters  for  face  of  12"  Briek  walls.    , 

1  Stair-Door  Column,  6"  face. 

2  Store-Door  Columns,  6"  face. 
4  Lintels  for  12"  wall. 

Bolts  for  same. 


FRONT    NO.    1    B. 

SAME  AS  NO.  1,  EXCEPT 


Pilasters  are  14"  face. 


Lintels  are  14"  wide. 


FRONT   NO.   1    C. 

SAME  AS   NO.  1,  KXCEPT 

Pilasters  are  16"  face.  Lintels  are  1C"  wide 

I  L,     „.,,.,.,,._.., ;  - 

In  ordering  Iron  Work  for  the  above  Fronts,  give  distant'^ 
as  shown  on  "diagram  below;  also  state  how  many  stories  high', 
building  is,  and  give  thickness  of  front  walls  over  Lintels.  ' 

For  enlarged  view.of  Columns  and  Pilasters,  see  cut  jnlas-j 
tor  D,  page  26. 


front  No.  1 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.   2. 


DEARBORN  FOUNDRY  COMPANY. 
FRONT  NO.  2. 

CONSISTS  OF  THE  FOLLOWING  ARTICLES: 

1  Stair  Door-Sill  Plate  and  Riser. 
1  Store  Door-Sill  Plate  and  Riser. 

1  Pier-Plate  under  Pilaster. 

2  Pilasters  for  face  of  12"  Brick  walls. 

1  Stair-Door  Column,  6"  face. 

2  Store-Door  Columns,  three-quarter  round,  6"  diameter. 
4  Lintels  for  12"  wall. 

Bolts  for  same. 


FRONT  NO.  2    B. 

SAME  AS  NO.  2,  EXCEPT 

Pilasters  are  14"  face.  Lintels  are  14"  wide; 


FRONT  NO.  2  C. 

SAME  AS  NO.  2,  EXCEPT 

Pilasters  are  16"  face.  Lintels  are  16"  wide. 


In  ordering  Iron  Work  for  the  above  Fronts,  give  distances 
as  shown  on  diagram  below,  also  state  how  many  stories  high 
biiilding  is,  and  give  thickness  of  front  walls  over  Lintels. 

For  enlarged  view  of  Columns  and  Pilasters,  see  cuts  C  and 
E.  page  25. 


Front  tfo.2 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.   3. 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.  3. 

CONSISTS  OF  THE  FOLLOWING  ARTICLES  : 

1  Stair  Door-Sill  Plate  and  Riser. 
1  Store  Door-Sill  Plate  and  Riser. 

1  Pier-Plate  under  Pilaster. 

2  Pilasters  for  face  of  12"  Brick  walls. 

1  Stair-Door  Column,  half-round,  6"  diam. 

2  Store-Door  Columns,  three-quarter  round,  6"  diam. 
4  Lintels  (Bolts  for  same)  for  12"  wall. 

2  Show  Window  Guards. 


FRONT  NO.  3  B. 

SAME   AS  XO.  3,  EXCEPT 

Pilasters  are  14"  face.  Lintels  are  14"  wide. 


FRONT  NO.  3  C. 

SAME  AS  XO.  3,  EXCEPT 

Pilasters  tire  1C"  face.  Lintels  'are  16"  wide. 


In  ordering  Iron  Work  for  the  above  Fronts,  give  distances 
us  shown  on  diagram  below,  also  state  how  many  stories  high 
building  is,  and  give  thickness  of  front  walls  over  Lintels. 

For  enlarged  view  of  Columns  and  Pilasters,  see  cuts  H  and 
.7.  page  2«>. 


Front  No.  3 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  No.  4. 


10 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.  4. 

CONSISTS  OF  THE  FOLLOWING  ARTICLES: 

1  Stair  Door-Sill  Plate  and  Riser. 
1  Store  Door-Sill  Plate  and  Biser. 

1  Pier-Plate  under  Pilaster^ 

2  Pilasters  for  face  of  12"  Brick  walls. 

1  Stair-Door  Column,  6"  face. 

2  Store-Door  Columns,  6"  face. 

4  Lintels  (Bolts  for  same)  for  12"  wall. 

Cornice  over  Columns  with  Buttresses  over  Pilasters. 


FRONT  NO.  4  B. 

SAME  AS  NO.  4,   EXCEPT 

Pilasters  are  14"  face.  Lintels  are  14"  wide. 


FRONT  NO.  4  C. 

SAME  AS  NO.  4,  EXCEPT 

Pilasters  are  16"  face.  Lintels  are  1€"  wide. 


In  ordering  Iron  Work  for  the  above  Fronts,  give  distances 
as  shown  on  diagram  below,  also  state  how  many  stories  high 
building1  is,  and  give  thickness  of  front  walls  over  Lintels. 

For  enlarged  view  of  Columns  and  Pilasters,  see  cuts  A  and 
1*.  page  24. 

:1   I 


Front  No.  4 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.  5. 


DEARBORN  FOUNDRY  COMPANY. 
FRONT  NO.  5. 

CONSISTS    OF    THE    FOLLOWING    ARTICLES: 

1  Store  Door-Sill  Plate  with  Riser. 
I  Show-Window  Sill  Plate  with  Riser. 

1  Pier-Plate  under  Pilaster. 

2  Pilasters  for  face  of  12"  Brick  walls, 

2  Store-Door  Columns,  6"  diam. 

3  Lintels  (Bolts  for  same)  for  12"  wall. 
2  Ornamental  Cast-iron  Area  Guards. 
1  Set  of  Rods  for  Basement  Steps. 

FRONT  NO.   5  B. 

SAME   AS    NO.    5,    EXCEPT 

Pi  lusters  are  14"  face.        Lintels  are  14"  wide, 

FRONT  NO.  5   C. 

SAME    AS    NO   6,  EXCEPT 

Pilasters  are  16"  face.  Lintels  are  16"  wide. 


lii  ordering  Iron  Work  for  the  above  Fronts,  give  distances 
as  shown  on  diagram  below,  also  state  how  many  stories  high 
building  is,  and  give  thickness  of  front  walls  over  Lintels. 

For  enlarged  view  of  Columns  and  Pilasters,  see  cuts  M  and 
X,  page  27. 


front  JVo.  5 


11 


DEARBORN  FOUNDRY  COMPANY. 


FRONT   NO.   6. 


u 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.    6. 

CONSISTS  OF   THE    FOLLOWING    ARTICLES: 

1  Store  Door-Sill  Plate  with  Riser. 

1  Stair  Door-Sill  Plate  with  Riser. 

2  Pilasters  for  12"  wall. 

1  PieivPlate  under  Pilaster. 

1  Stair-Door  Column,  6"  lace. 

2  Gas-Pipe  Columns  for  Store  Entrance. 

1  Girder  composed  of  two  Wrought-Iron  I  Beams  with  5  Cast- 
iron  Separators,  and  5  Bolts  with  Rosettes. 


FRONT   NO.   6   B. 

SAMK    AS    NO.  6,  EXCEPT 

Pilasters  are  14"  lace.       Wrought-Iron  I  Beams  spread  14"  wide. 


FRONT   NO.    6  C. 

SAME    AS    NO.    6,  EXCEPT 

Pilasters  are  16"  face.       Wroug-ht-Iron  I  Beams  spread  16"  wide. 


In  ordering-  Iron  Work  for  the  above  Fronts,  give  distances 
as  shown  on  diagram  below,  also  state  how  many  stories  high 
building  is,  and  give  thickness  of  front  walls  over  Girders. 

For  enlarged  view  of  Gas  Pipe  Columns  and  Pilasters,  see 
cuts  K  and  40,  page  27. 


Kr.ont  No. 


ir, 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.  7. 


FRONT  ELEVATION. 


SECTION. 


u, 


DEARBORN  FOUNDRY  COMPANY 


FRONT  NO.  7. 


CONSISTS  OF  THE  FOLLOWING    ARTICLES: 

1  Store  Door-Sill  Plate  with  Riser. 
1  Stair  Door-Sill  Plate  with  Riser. 

1  Pier-Plate  under  Pilaster. 

2  Pilasters  for  12"  wall. 

1  Stair-Door  Column,  6"  face. 

•2  Gas  Pipe  Columns,  for  Store  Entrance. 

1  Girder,  composed  of  Wrought  Iron  I  Beams  with 

0  Cast  Iron  Separators,  and  5  Bolts  with  Rosettes. 

2  Show-Window  Guards. 

2  Store-Door  Entrance  Guards. 

1  Cast-Iron  Window-Sill,  running-  entire  width  of  front. 
ii  Mullions  in  2nd  Story,  6"  face. 

1  Cast-iron  Lintel  Course  over  2nd  story. 

1  Cast-Iron  Window-Sill  running  entire  width  of  front. 

2  Mullions  in  3rd  Story,  6"  face. 

1  Girder,  composed  of  Wrought-Iron  I  Beams  over  3rd  story 

with 

•;  (ast-Iron  Separators,  and  6  Bolts  with  Rosettes. 
Cast-Iron  Cresting  running  entire  width  of  Front  over  Cornice. 


In  ordering  Iron  Work  for  the  above  Front,  give  distances 
as  shown  on  diagram  below,  also  give  thickness  of  front  walls 
over  Girder,  as  well  as  the  walls  above. 


!L 


Front  Np-T.^*   ~ 


17 


DEARBORN   FOUNDRY  COMPANY. 


FRONT  NO.   8. 


18 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.   8. 

CONSISTS  OP  THE  FOLLOWING  ARTIC'i.KS: 

1  Prismatic  Store  Door-Sill  Plate  with  Riser. 

1  Stair  Door-Sill  Plate  with  Riser. 

2  Pilasters  for  12"  wall. 

1  Pier-Plate  under  Pilaster. 

1  Stair-Door  Column,  6"  face. 

2  Gas-Pipe  Columns  for.Store  Entrance'. 

1  Girder,  composed  of  twoWrought-Iroii  1  Beams,  5  Cast-Iron 
Separators  and  6  Rosettes  and  Bolts,  and  2  Face  Plates  at 
ends  of  Beams. 

NOTE.— If  wanted,  in  place  of  Gas-Pipe  Columns  can  sub- 
stitute 4"  Cast-Iron  Columns.  Also  Cast-Iron  Lintels  may 
be  used  in  place  of  Wrought-Iron  Beams. 


FRONT   NO.   8   B. 

SAME  AS  NO.  8,  EXCEPT 

Pilasters  are  14"  wide.      Wrought-Iron  I  Beams  spread  14"  wide. 


FRONT  NO.  8   C. 

SAME  AS  NO.  8,  EXCKPT 

Pilasters  tare  16"  face.       Wroug-ht-Iroii  I  Beams  spi-ead  16"  wide. 


In  ordering1  Iron  Work  for  the  above  Fronts,  give  distances 
as  shown  on  diagram  below,  also  state  how  many  stories  hig'h 
building1  is,  and  give  thickness  of  front  walls  over  Girders. 

For  enlarged  view  of  Gas-Pipe  Columns  and  Pilasters,  see 
cuts  49  and  53,  pages  29  and  35. 


Front  No.  8 


19 


DEARBORN  FOUNDRY  COMPANY. 


FRONT  NO.   9. 


20 


DEARBORN  FOUNDRY  COMPANY. 


FRONT   NO.   9. 

CONSISTS  OF  THE  FOLLOWING  ARTICLES: 

1  Stair  Door-Sill  Plate  and  R*«ier. 
1  Store  Door-Sill  Plate  and  Riser. 
1  Pier-Plate  under  Brick  Pilaster. 

1  Stair-Door  Column. 

2  Store-Door  Columns. 

4  Lintels  (Bolts  for  same)  for  12"  M-all. 


FRONT  NO.   9  B. 

SAME    AS    NO.    9,    EXCEPT 

Lintels  are  14"  wide. 


FRONT   NO.   9   C, 

SAME   AS   NO.    9,  EXCEPT 

Lintels  are  16"  wide. 


In  ordering"  Iron  Work  for  the  above  Fronts,  give  distances 
as  shown  on  diagram  below,  also  state  how  many  stories 
building  is,  and  give  thickness  of  front  walls  over  Lintels. 

For  enlarged  view  of  Columns  see  out  52,  pajre  30. 


i. 


Front  No.  9 


'21 


DEARBORN  FOUNDRY  COMPANY. 


FRONT   NO.  10. 

CONSISTS  OP  THE  FOLLOWING  ARTICLES. 

1  Stair  Door-Sill  Plate  and  Riser. 

1  Store  Door-Sill  Plate  and  Riser. 

i  Corner  Store-Door  Sill  Plate  and  Riser. 

1  Pilaster  for  face  of  12"  Brick  Wall. 

1  Stair-Door  Column,  6"  face. 

2  Store-Door  Columns,  6"  face. 

2  Store-Door  Columns,  6"  face,  for  corner. 
1  Corner-Column  (full  round)  10"  diameter. 

1  Girder,  composed  of  two  Wrought  Iron  I  Beams  framed  at 

corner  for  Front,  and  return  on  side  street. 
8  Cast-Iron  Separators,  and  bolts. 
7  Rosettes. 

2  Ornamental  Face  Plates  at  ends  of  Beams. 
l  Ornamental  Face  Plate  at  Corner. 


In  ordering  Iron- Work  for  the  above  Front  give  distances 
as  shown  on  diagram  below,  also  state  how  many  stories  high 
Building  is,  and  give  thickness  of  Front  walls  over  Girder. 

For  enlarged  view  of  Columns  and  Pilasters  see  cuts. 


Jbront  Jfo.    1O. 


'23 


DEARBORN  FOUNDRY  COMPANY. 


PILASTER  AND  COLUMN, 


Pilaster  A. 


9, 12, 14, 15  and  16  Inch  Face. 


Colnmn  B. 

6  "  Facex  8"  Deep. 
7i"  Facexl2"  Deep. 


Square  Columns  of  same  design  as  Pilasters  can  be  made  any 
depth  required.    Give  thickness  of  Metal  for  Columns  and  Pilasters. 

24 


DEARBORN  FOUNDRY  COMPANY. 


PILASTERS  AND  ROUND  COLUMNS. 


u 

I'ilaster  C. 


Pilaster  I>. 


S<iuare  Columns  of  same  design  and  face 
as  Pilasters  may  be  made  any  depth  desired. 
Give  thickness  of  Metal. 


DEARBORN  FOUNDRY  COMPANY. 


PILASTER  FACES,  SQUARE  AND  ROUND  COLUMNS, 


Pilaster  F.       Coltiinn  O.    Pilaster  H.     Column  .7. 


DEARBORN    FOUNDRY  COMPANY. 


PILASTERS  AND  ROUND  COLUMNS. 


LJ 

Pilaster  K. 

6  and  12  inch  Face. 


U 


Pilaster  X. 


1. 


6, 8, 10, 12, 14  and  16 
inch  Face. 


Square  Columns  of  same  design  and  face  can  be  made  any 
depth  desired.    Give  thickness  of  Metal. 


DEARBORN  FOUNDRY  COMPANY. 


ROUND  COLUMNS. 


p. 


K. 


T2. 


DEARBORN  FOUNDRY  COMPANY. 


PILASTER  FACES  AND  SQUARE  COLUMNS, 


9 


ui 

V  o.  49. 


Xo.  5O. 


Square  Columns  of  same  design  and  form  can  be  made  any 
depth  desired.    Give  thickness  of  Metal. 


•29 


DEARBORN  FOUNDRY  COMPANY. 


COLUMNS. 


D 


Wo.  51 

&ys  and  6%  inch  Faces. 


Wo.  5* 

€  inch  Face. 


Square  columns  of  sumo  design  aud  form  can   bu  made-  any 
depth  desired.    Give  thickness  of  MetaL 


DEARBORN  FOUNDRY  COMPANY. 


COLUMNS. 


Xo.  55, 
55  A. 

55  B. 


I  Xo,  50. 
56  A. 

56  B. 


Xo.  57. 
57  A. 
57  B. 


Xo.  58. 

58  A. 

59  B. 


DEARBORN  FOUNDRY  COMPANY. 


COLUMNS. 


Xo.  59 


50  A. 


'59». 


Xo.OO 


\o.  61. 


eo  A. 


6OB. 


DEARBORN  FOUNDRY  COMPANY. 


ANGLE  AND  ROUND  COLUMNS, 


If 


IT. 


Angle 
Column  O=      «^J})   U  1. 


VI. 


ua. 

Give  thickness  of  Metal. 


|)  K 0.48 

48  A. 
B. 


DEARBORN  FOUNDRY  COMPANY. 


SQUARE  AND  ROUND  COLUMNS, 


o 

No.  32       No.  34        No.  86 


O 


.    O     d 

No.  33       No.  35       No.  37 


No.  32  A     No.  34  A    No.  36  A 


-rRONT    -      SIDE  - 

COLUMNNgfS 


y 


Oive  thickness   of 
Metal. 


DEARBORN  FOUNDRY  COMPANY. 


GAS  PIPE  AND  SASH  COLUMNS. 


Gas  Pipe    No.  53.  Gas  Pipe     Gas  Pipe     Angle  Sash     Angle  Sash 
Col.L.  Col.  No.  38  Col.  No.  40     Col.  No.  42       CoLNo.44. 


2%"  diam.  No.54     Gas  Pipe     Gas  Pipe         Sash  Col.         Sash  Col. 
Col.  No.  39    Col.  No.  41  No.  43  No.  45. 

35 


DEARBORN  FOUNDRY  COMPANY. 


MULLIONS, 


Mullion  Column  W. 


Column  X. 


Square  Mullions  of  same  design  and  face  can  be  made  any 
depth  desired.    Give  thickness  of  metal. 


DEARBORN  FOUNDRY  COMPANY. 


MULLIONS. 


MULLION    N°20. 
8     FACE 


S 


MULLION     N?22 
8     FACE 


MULLION    N923 


Square  Mullions  of  same  design  and  face  can  be  made  any 
depth  desired.    Give  thickness  of  Metal. 


DEARBORN  FOUNDRY  COMPANY. 
MULLIONS, 


MULLION 


MOUIOMMU.fi 


MULLION 
9"FACE 


MULLION  N927 


Square  Mullions  of  same  design  and  face  can  be  made  any 
depth  desired.    Give  thickness  of  metal. 


DEARBORN  FOUNDRY  COMPANY. 


MULLIONS. 


MULLION     N228 
3*     FACE 

MULLION    N229 


I  MULLION    N?  30 
6*     FACE 


MULLICUI   N2  31 


Square  Mullions  of  same  design  and  face  can  l>e  made  any 
depth  desired.    Give  thickness  of  Metal. 


DEARBORN  FOUNDRY  COMPANY. 


Plate  Top  of  Base- 
ment and  First  Story 
Columns. 


Bottom  Plate  under 
Basement  Column. 


Side  View. 


DEARBORN  FOUNDRY  COMPANY. 


Sectional  Top 

View  on  the 

line  B  B. 


FRONT    VIEW 


SIDE    VIEW 


Sectional  Top 

View  on  the 

line  C  C. 


DEARBORN  FOUNDRY  COMPANY. 


STRENGTH  OF  CAST  IRON  COLUMNS. 

The  following  table  of  Coefficients  for  determining  the  safe 
load  of  Cast  Iron  Columns  of  any  cross  section,  is  based  on  a 
Factor  of  Safety  8. 

We  have  adopted  this  factor  of  safety  as  it  is  now  more 
generally  used  in  important  work. 

Let  1  =  length  of  column  in  inches. 

Let  d  =  least  diameter  in  inches. 

Let  C  =  coefficient. 

Let  W  =  safe  load. 


10000 


W  = 


1  + 

10000 


— 

400 


X  area. 


Various  sections  for  which  the  foUowing  table  can  be  used: 


Fig>1 


Fig.  2 


Fig.  3 


Fig.  4 


RULE:— Divide  the  length  of  the  column  in  inches  by  the 
least  diameter  d.  in  inches,  as  shown  in  the  above  cuts ;  the  num- 
ber in  column  headed  C  of  the  table  on  opposite  page,  corre- 
sponding to  the  quotient  —j-  so  found  multiplied  by  the  area 
of  cross  section  of  the  column  in  square  inches,  will  give  the 
safe  load  in  tons  of  2,000  Ibs. 


42 


DEARBORN 

FOUNDRY  COMPANY. 

TABLE  OF  COEFFICIENTS  FOR  CAST  IRON  COLUMNS. 

FACTOR   OF  SAFETY  8. 

1 
d 

C 
Coefficient 

1 
d 

C 
Coefficient 

1 
Z 

c 

Coefficient 

1 
d 

C 
Coefficient 

1 

d 

c 

Coefficient 

d 

033 

1 

1 

Tons 
4.98 

13 

Tons 
3.51 

25 

Tons 
1.95 

37 

Tons 
1.13 

49 

Tons 
0.71 

61 

Tons 

0.48 

2 

4.95 

14 

3.35 

26 

1.85 

38 

1.08 

50 

0.68 

62 

0.47 

3 

4.89 

15 

3.20 

27 

1.77 

39 

1.04 

51 

0.66 

63 

0.45 

4 

4.80 

16 

3.04 

28 

1.68 

40 

1.00 

52 

0.64 

64 

0.44 

5 

4.70 

17 

2.90 

29 

1.61 

41 

0.96 

53 

0.62 

65 

0.43 

6 

4.58 

18 

2.76 

30 

1.53 

42 

0.92 

54 

0.60 

66 

0.42 

7 

4.45 

19 

2.62 

31 

1.46 

43 

0.88 

55 

0.58 

67 

0.40 

8 

4.31 

20 

2.50 

,32 

1.40 

44 

0,85 

56 

0.56 

68 

0.39 

9 

4.15 

21 

2.37 

33 

1.34 

45 

0.82 

57 

0.54 

69 

0.38 

10 

4.00 

22 

2.26 

34 

1.28 

46 

0.79 

58 

0.53 

70 

0.37 

11 

3.83 

23 

2.15 

35 

1.23 

47 

0.76 

59 

0.51 

71 

0.36 

12 

3.67 

24 

2.04 

36 

1.17 

48 

0.73 

60 

0.50 

72 

0.35 

EXAMPLE  OF  TABLE  :— What  is  the  safe  load  of  a  hollow 
rectangular  Cast  Iron  Column  (fig-.  5)  6"  face,  12"  deep,  1"  metal 
lO'-O"  long-  ? 


=  10x12 


tacbei. 
120 


d  6        •     6     " 

In  column  — r-  and  opposite  20,  find  2.5  Tons- 
Area  =  32  inches,  which  multiplied  by  2.5  Tons  = 
W  =  32x2.5  =  80  Tons  safe  load  (factor  of  safety  8). 
For  the  convenience  of  Architects,  we  have  given  a  number 
of  tables  of  Round,  Square  and  Rectangular  Columns,  shown  in 
the  following  pages,  as  a  quicker  method  of  determining  the 
sizes  of  columns  they  desire  to  use,  and  have  adopted  the 
Formulas  and  Coefficients  for  the  strength  of  Square  and  Rec- 
tangular Columns  given  by  F.  Schumann,  C.  E. 


DEARBORN  FOUNDRY  COMPANY. 


SAFE  LOAD  OF  HOLLOW  CYLINDRICAL  CAST  IRON 
COLUMNS. 

ONE-EIGHTH  THE  BREAKING  WEiGHT. 

The  following  tables  give  the  Safe  Load  in  Tons  of  »,OOO 
Ibs.  for  Columns  having-  Capitals  and  Bases  accurately  turned  to  a 
true  plane,  having  a  perfectly  fair  bearing,  and  set  with  a  degree 
of  care  usual  in  ordinary  building.  For  diameters  or  lengths 
intermediate  of  those  in  the  tables,  the  loads  may  be  found 
near  enough  by  simple  proportion. 

For  Thicknesses  less  than  those  in  the  table,  the  loads 
may  safely  be  asumed  to  diminish  in  the  same  proportion  as  the 
thickness,  while  the  outer  diameter  remains  the  same.  But  for 
greater  thicknesses  than  those  in  the  table,  the  loads  do  not  in- 
crease as  rapidly  as  the  new  thickness.  Still  in  practice  they  may 
be  assumed  to  do  so  approximately,  if  the  new  thickness  does 
not  exceed  abont  1-8  part  of  the  outer  diameter. 


CO 


CO 


CO 


External  Diam 
6  inches. 


External  Diam 
5  inches. 


External  D 
4  inche 


External  Diam 
3  inches. 


cknes 
Metal 


ickn 
Me 


ckness  of 
Metal. 


COOOOCO        r-HOCOOOGO       lO  »O  rH  O  rH        »O  r-l  00  00  OC 

g  8  8  S 3  iS  co"  co'_§  §  S  £J  §_?§  5  J3  3  S5 

05  CO  COC-        C5~t-0~OOCO        US  00 10  OOO       COOOO'OOOO" 


rH        OOr-ie 


tH         i-l?OrH«Ot-        r-l  t-  •*  10  to 


r-IO(MrH>O        iH  O5  O5  O  CO 


O  «  O  C 


COC5»OIO  Or-trHtQCO  <M  CO  U5  00  CO  00  CO  O  CO  CO 

•*  iH  CJS  t-  iO-^COrHO  O500J-COCO  lOOO-*-^ 

gKM  r-l  i-l  r-l  iH  rH  rH  r-t 

;     To~eo  co  Ttt  o  o^loT^roi  co'co'oTc'o  <o" »' o*«b"^ " 

yls s* s s_s g's08'00'  t:««»o''o'  ^^^'«« 

»      |OiCOOS»O  r-l  <M  C>  t-  00  O  CO  CO  iH  t-  CO  O  b-  iO  H 

*"*       rSS^ZiS  COrHCSOOC* 


? 


»Ob-»Ot-        COrHOOt>Oi        iH  «5  O  CO  <N  00  CO  CO  rH  00 

O  b^  iO  CO        rHOOOt-CO        to  id  «O  •*  ^ji  CO  CO  CO  CO  oi 

>O"U5  OO'OO        W  Oi  CT>  rH  •*        00  CO  O  CO  CO  O  00  CO  "*  CO 

*  n?  -*'  co'  co"  co'  <M'  <M'  CM'  oi 


t-C-r-jO       CDCOOOCOC3 

ooot^co     w-^"eococo 


COTjd-IOOO        COiO-^COcN 


|0500CD»0        -^^eOCOCM        «M<MCqrHrH        THrHrHrHi-l 

I~" e?oo"io~co     o~«TolD  eo     iHoo~t>ui~^i     as^T^rocT 
OOCOiO"*       ^Co'co'cNoi       oi  rH  i-J  i-i  i-J       i-Jr-ir-Jr-Ii-H 


SES 


TH  TURNED  CAPITALS  AND 


COLUMNS 


TONS  FOR  CAST 


OA 


SAFE 


al  Diam 
inche 


nal  Diame 
inches. 


if* 

s  * 

!    H    « 

H 


Ex 


Si 


al  Dia 
nch 


COt>C5        CSCib-iOrH        -OCSCiCOOO       t-  r-l  O5  <M  OS 


S|§§§| 

r       I   «0  lO't-  K)        lOrHCOrH'*        «»OeO»Or-i 


Q^  rH  rH  rH   ^  rH  r-1  rH  rH  rH    rH  rH  rH  rH 

co  Tti  t-  eo     eo  o  ic  cc  -^      «oocsr-(-j      ieoot-co 


<OC>CO<M       •*  O3  O  CO  •*       OMOCOO       rH  «O  -# 


j  ggg'3  SSS3rl 


00  rH  00  00   CO  CO  _-  CO  OS   t-  OO  00  <N  CO   CO  >O  O  CO  ' 


I  oo  rH  oo  oo     co  co~ 


ocsoto      oocceoo<M 

S88S  * 


CO  O  rH  CO       00  00  O  rH  CO        O  CO  rH  TJH  O       rH  TjJ  OS  O  I 

§538    g*  ' 


00  CO  05  05        0~00  t-"(M  CO        OOS5COrHTtt        OOCCCSlt-CO 


ICOt-        M<OOOOO5        -*rHrHu-C5        COiOftiO! 


i-H  O  t-  «        OlrHlMOeO        CO  «  »O  00  CO        t-  <M  rH  -«*l  O 


|  co  oo  10  oo     t^51. ' 


OOCSOrH       OQOeOOTO       rHOWQOOO       GQ  O5  OS  rH  10 


rHIOOOO        t-(NCOOrH        CO  iQ  rH  C5  rH        00  CO  00  rH  < 


OIO»CO       OOO4C5OCO       OOOCQC5Oi       rHCOCOOO 


t-GOOO       rn 


2 

CO 


CO 


« 


• 

g* 


§  » 

la 


3* 


II 

o3  •* 
g« 


2    * 

§    9 


I! 


uj  ^q 


00  CO  iO  O       00  rH  •«*  1C  r-        05  «  00  O  OS       07  O  «O  • 


o-*tCS  «t>iHiOQ 
OiQOt-t-  COlOO^-5 
i-t  rl  r-l  rH  rH  r-l  i-l  r-t  rH 


C5001CCO       WOr-IOOCO 


0005000U5 


iO  U5CN  O 

ODOSC?r4 


WrHrHrJ, 


>xeo(Moo      os oo  o  »o «o 

OSOC^I^O        OOrHiOQOC^         COrHCOTH! 
SSSrHM        S  S        S  3        (MG^rHrHC 


OlOSrHOO       rHOcOr-CO       COrHOOiOO 


_   _ 

'T-HCOO       OCOCOOOCO       CO  CO  t>  iO  CO 


O  CO  1C  CO        eOr-l  < 


~0'OOJrH"M 


|§§j 


oaoooty      oocoooo 


r-l-^<       1C  CO  O  UJ  CS       t-lr-IODCQeO       OS  rH  O  (M  O5 


OOOtrHCO        OlMiHWCO        eCCO-*OOCO       OOOO>C-* 


t-COOO       rH^W^jC       35003 


m 


\  \>  •• 


Thickn 
Met 


ckness  of 
Metal. 


ickness  of 
Metal. 


Thicknes 
Metal 


OS  O  CM  •<*  lO        00  O  CC  CO         O-*C3-^         OS  lO  i-H  t-        «*  rH  < 

*>  S "  *  2      SrnS05      «»  oo  t>  »>      co  co  co  »o      »o«o- 
o~o~o  o  o      »o  e6~co~o os  o  >ouj      coo  oo  o cs  •*  < 


CC  O5  rH  r-l  O 
0«"OT|>"03~ 


-«• 


OOOOO        O  O"t-  O        O5<MOCC        CSOCCO        OSrHCO 
O~CfO  O~O       Ol  «5  (M-*       rH<M  00  t-       OS  •*  SC  •*       t-  CO  rH 


§33§1  sss^  §s§§  s 

"O~O~rH~CD "CO        CO  t-  tfToO        CO~CC~iO 


C^C^OCOt-       rHt-t>O        iC^OQO       ^O-IO^CO        OO 

'  's  8i§^9  sisisY 


OOOIMOCO       t-rHO5O1       OS  rH  •*  CO       ffl  O5  U5 


CMCOCOrHt-       <M«OrHCM       t-  «O  rH  00       •*  CC  CO  CO        OS -*  O 


OSODOOrHt-       lOOD-^CC       iOOCDO       t-rHiO<N       OS  t-  < 


WOJlOCCf       «O  r-i  rH  o       CC»OOt>       t- OS  CO  00       Mi 
WoTcM  O  CM        OS  r-l  t>  t^        O  t-  «O  CO"~~O  •«*(  rH  00        t-~ 


rH  CO  »0  000       t^CCCOiO       rHCiH-*       OSOCCCM 

aToTcTcc'co     ci  csi  co  CM     t-TeH  >c  o     t-lo"7*  »o~ 


OS«OOSt-CM       OCCOSOO       OtOrHCS       OOOOCC 


r     I  co  10  co'ift  so      ^oaoo      njost-co      tooocs 

";       PCO^P-I*"* "rH  CM       t-  iO  CO  O        Oec'cM'cM       **COOS~ 


"O  •*  CM  -*  OS       00  OS  SO  00        COCOCOOO        O-*00 


O^COOOCO       OS  CC  rH  O       ©  <N  CO  O        *# 


*"^  I  §  H  rH  rH  r5     3^3°*     oot-coo     "O;;;       : 


OCMOSOS'CO     ost-ooos     CMOOCO     CM 
't>^oJrH     esaot-co     coious"*     •* 


*  I  cocoes'     cd, 


rHOCMOO        «O 


+  4 


II 


i 


I 


^  lO  CD  1>-  t-—  CD  CO  IO  ' 
^F  CO  d  rH  O  Gi  00  t-  < 
CO  CO  CO  CO  CO  C3<M<M< 


00  O 

CiC^ 


irH        iHCO-*^*CO 


>  rH  •*    CO  00 

>  C5  00    t^S 
I  r-l  r-1   r-ir-l 


r-ii-i   r-i  t 


r-l  CO  CD  O5       <M-*  ( 
00  C~  O  iC        IO-*  < 


)  OJ    (M  t~  rH  O 

)  <M   Cl  rH  rH  O 


giooicoj     -^Qocoaooi     t-cooo^;     O'^ 
-*  •*  CO  (M        <N  r-l  rH  O  O        OS  O5  00  00        00  t 


TjfOiCOOOCO       ferS3t-C''1t-       (MOOrHO        COCOOiC 
>  O  O>  C.  00       00t~t-t^       tOcjSiOi 


UI 


t-OOOSOrH 


OrH       CNCO^iCtD       t~  00  O5  O       r-l 
rHrH       rHrHrHrHrH       rHr-lrHC^       C^ 


« 

^ 

g* 

§H 


-*  "• 

-'2 

«•* 
Is 

§* 

^ 


s* 

89 

fe« 

§rg 

J^ 


«H 

IS 

x3 
8fi 

g§ 

fil 

Ng 

r 

s 

3 


!§33  §111 


i  00  00  Cp  COJNOcOiH  b-rHOt*  CO  O>  U3  C*  O  t* 
|  53  iH  O  OSOOt^lO^  C3  rH  O  00  t-  iQ  ^  CO  tH  O 
i^^CO  iO*OOiCiQ  JOiOlO1^  ^^^M*  ^^ 


t—  Ci 

c-  o 


00       t>  t~ 

rH      goi 
•<*      ^ico 


co  ro  cc  co  cb   co  co  co  co   co  co  oi  c 


S  O  CO  CO  O  ( 
)  t»  O  CO  <N  < 
S  iO  o  O  iO  ' 


^iigc?  ssss; 


I  t-d 

i  co  co  i 


>  >OiH  00 

>  Oi  00  O  * 
)^rtirt< 


iO^ 


5          rH  CO  O^J  CD       rH  • 

rt    g§§^£5    S5i 


>  CO        «D  OS  <N  UD       00<Mt-i— I 
j7"1       "^SS00       {^SSS 


i-^COr-IOi         CO  CO  O  CO  CO         C5  Ifl  <M  OS         COCOl-IC 


•  t-  b» 
ic^S 


PH   l-^cocococo      cocoeococb      cooi'MO^ 


isas 


I -*  CO  CO  CO         COCOCOCO 


Or^    3 3 ;* J3 ^    ^j^^ 


SrtSSS      SSrtSM      SUSin      050S*' 


- 


t-S 


>  Oi  C^        *C  00  < 

>P«S    SSSj 

.  t*  t>       t»  t*  I 


«  ^sii 


r-ICMCO  •*        K5  O  t-  : 

Ci  00  t*  CO         O  "^  CO  ( 

eo  co  co  co      eo  :o  co  ( 


IO»O- 

drH 


1 1-  t-  b- 

!  05  CO  CO 


lOOiOTb-O  l-4COlOt-Cft  OiHi-IJM 
t^COCOlO*O  ^(COOJTHO  OOSOOt~- 
•*-^-<4<-^-*  "*  Tt<  •*  •*  •*  rj<  CO  CO  CO 


lrHiHO 
CO  CO  CO 


noeo< 

I  (M   T— 1   ( 

i«5eo< 


CO  CO 

cbco 


>  O       OH 

i^  fe; 


rH    3J5^jj5J5    ^SS 


BO 


-      I 


R  COLUMNS 

TY  8. 


N  REANGUL 
ACTOR  OF  SAF 


L 
ALS  AN 


OF  fc, 
D  CAP 


S 


E 


ckn 
Met 


Thickness 
Metal. 


ckne 
Meta 


ckness 
Metal. 


Thick 
M 


O  O  O  O  O        iCClOiH 


°.«">     M.1-!0.0. 


O  CO  CO  O  ^         O 
QOt-000        ^ 


-*       OOeOt-CO        OOO5OS 

"'' 


CO  CO  O3  q  O        CO  O  q  00  10        CO  "O  q  rH  C<l       1C  0  00  CO 

r-J  p-I  (?i  ^j?  t*I     o"  co"  t-i  co  co     o"  t-^  »c  co'  i-i     05  od  co  o 
~c»  t- rH  eo~t^     co  oo  oe-  o     m  o  oco  t-     CM  o  o  o 


lOCi^OOO  OOOOOO 
OS  t>  CO  It)  CO*  Cl  rH  O'  O" 
rHrHrHrHrH  rH  rH  rH  rH 


oooot-eo     coo>oco>o     oooioc?     OSQO 


)  t-        >O(MCOCO!M        COCOrHOOCO       to  10  t>  ' 


tooocooo     eoo»oot-oo 


Ot>rHOO        OOrHt>«5       OOcOO_OOt>;       00  rH  US 


OO»O>O»O        OW5t»Ot-       lOiOCDOOO       CO  t»  rq 

'  s's's's'd  s05'00'^'^  to'to'10' 


TO 
R 


LOAD, 
WITH 


SA 


es 
tal 


So     H 


Thick 
M 


Thickn's 
of  Metal. 


-- 

co^cst^     Jfssg^'o®     oo  t>  CD  co'  id     «o  •*•«*" 


5  10  10  <M  0        rj<  0  0  O  !M        10  O 


ooocoeot^ 


»o  IH 

•*'-* 


If 

.2s 

_JL 


e»  o  oq  o  o     o  •*  t>  q  >o     q  co 
55  ^'  >-?  5  »     >>  °* «  «o  •*"     •*  eo 


»OO>b-CyjC5         OOCSCNt-rH        t-CO 

eo"  co 


ow--;     r-j  M  t-  01  1-;     eoq 

rHcioo'c^      o  o  ^?  TjJ  eo      ecco 


ccrH 


51 


*• 


FE  f,0  Al>,  IN  TONS  OF  2,OOO  .,  FOR  CAST  IRON  RECTANOUI.AR  COL 
WITH  TURNED  CAPITALS  AND  BASES.  FACTOR  OF  SAFETY  8. 


ickness  of 
Met 


Thickness 
Ml. 


Thickness 
Metal. 


ckn 
Me 


cknes 
Meta 


Thickness  o 
Metal. 


cknes 
Meta 


»         rHC^COlOC-  O  S3  1C  C5 -^  00  CO  O5  I 

rH    [  ^jg^jHO  OsOSOOt-t--  COCOiCi 


iqt-OO^iO  COtScOOlO  rHC 

(55  rH  r-l  O  O5  S5  00  C-  t^  CD  CO  l 


t>oocsioo 


"          OOOSOrH  CO>Ct-CNCO  rH 

rH    I   eOC-JT-HrHO  0300t>t>CO  O 


rHOOSOO 


O5-*O5  ^JHOCOCOO  t>  M«  O*  O 

CDWiO  »OW}T}(TJ(TH  eOWCOCtS 


>C  O  1C  O  C5  00  >C  CD  O  1C  O  00  O  «O  O 


COCOCOiCCO  COrH-*OOCO 

WCMiHOOS  OOOOI>c2cO 


Ob-^t 

^COCO 


OO^-^t-O  (MOrHtDd  00-^r-i 

IHOOJOOOO         t-tocowjic         ^-^^ 


10  «o  co  oq  «o         eocooooic 

»C  G5  CO*  t>  C<I  CO  rH  b-  CO  O 

ooic--t>coco         loic^i^-* 


O  O  O  00  O  t»(MOOO  OG<IOOt»O5 

'' 


CO  t~  CO  O 

aas'a 


OCMOt-  CO  «£.•  O  O  CO  OOiC 


>*>ci>oco 
oo6t-t-«5 


OiCrHCOO  iCCOCOrJtOO  O  CD  U5  t-  rH  C-  CO  O  O 

'  '' 


•  C^ 

r  § 


RON  RTANGULAR  COLUMNS, 
ACTOR  OF  SAFETY  8. 


O 
F 


AS 


NS  OF  g.OOO  LBS.,  FOR  C 
ED  CAPITALS  AND  BA 


LOAD,  IN 
WITH  TU 


ckn 
Met 


ckness 
Metal. 


»OQ?         COt>-rHlO 
rH  O         O  OS  O5  CD 


r-l  00  CO  •*  <M        O  00  t-  CO  CO         CO  b-  Oi  r-l  CO         «O  O  -*  00 

t-  10  -<t<  co  CM      I-H  —  oo  t~  o      IO-^ICOCOCM      I-THOOS 


I        rHrHrHrHrH        rHrHCMCOO        t^OCOCOO        "^ 
rH  8S§3S        r^SaSS        SSS5S        ^ 


C5rHCO«OOO         rH-^t-O'H         QOOlCOrH 

OOIOTHOO      co->lf__0      oscioooo 

rHrHrHrHrH        rHrHrHrHrH 


(-*Tj(»CCO        COOC5UOOO        CJOrH 
t>COO'*         CO^tCNrHO         O  C2  Cl 


ickn 
Met 


I       CM<?J<M(M 

I       «O  t-  00  O5  O       i-l  SO  >O  t-  O        CO^cb^O^irOT        ^  C3  U5  rH1 
O5  CO  t-  CO  CO         »C-*OO<MCSI         i-l  O  O  C5  CO         00t>t-t- 


OCOCOO5(M        «OO-*00(M        COi-ICO< 

8  5*  35  <S  «     rHrHooiaj     cooot- 


ckness 
Metal. 


cknes 
Metal 


ckn 
Me 


ckn 
Met 


ss 


C-OJrHCOiC       t-OWOO        •*  00  CO  OO  •*        O  t-  •*  rH 
lO-^-^cOCN       rHr-ioO>O5       OOt»t-CO«O        «O»OO»O 


^       I       Srl§lS        SSS§S        SSSSS 


DEARBORN  FOUNDRY  COM 


COLUMN  CAPITALS. 


Cap  of  Column  *•  V." 

For  9  inch  Diameter  Column. 


'n  f  r  f  finiifii 


Cap  of  Pilaster  "F." 

For  6,  8, 10, 12, 14, 16, 20  and  24  inch  Face  Pilaster. 


'I  4 


DEARBORN  FOUNDRY  COMPANY. 


COLUMN  CAPITALS. 


Cap  of  Column  "M." 

For  5, 6,  8  and  12  inch  Diameter  Columns. 


Cap  of  Column  "T." 

For  7  inch  Diameter  Column. 


5G 


DEARBORN  FOUNDRY  COMPANY. 


COLUMN  CAPITALS. 


Cap  of  Column  '«*«.» 
For  5,  6, 7, 8,  9, 10, 11, 12, 14  and  16  inch  Diameter  Column. 


Cap  of  Column  "S." 

6, 7, 8, 9, 10, 11, 12, 13, 14  and  16  inch  Diameter  Column. 


57 


DEARBORN  FOUNDRY  COMPANY. 


COLUMN  CAPITALS. 


For  5  and  8  inch  Di- 
ameter. 


Cap  of  Column  !\o.  5O. 

For  6  and  8  inch  Diameter  Column. 


(Nil 


Cap  Xo.  81. 

For  17  inch  Diameter. 


Cap  of  Column  "R." 

For  6  inch  Diameter  Column. 


DEARBORN  FOUNDRY  COMPANY. 


COLUMN  CAPITALS. 

...24... 


Cap  of  Column  Xo.  63. 

13  inch  Diameter. 


Cap  of  Column  Xo.  6O. 

10  inch  Diameter. 


DEARBORN  FOUNDRY  COMPANY. 


COLUMN  CAPITALS. 


Cap  of  Column  "  J." 

For  6  and  8  Inch  Diameter 
Columns. 


Cap  ot  Column  Nos.  34 
and  35. 

For  5  Inch  Diameter  Column. 


Cap  of  Column  "E." 

For  5,  6, 9  and  12  Inch  Diameter 
Columns. 


Cap  Of  Column  \  os.  32 
and  33. 

For  5  and  6  Inch  Diameter 
Columns. 


DEARBORN  FOUNDRY  COMPANY. 


PILASTER  AND  COLUMN  CAPITALS. 


Cap  of  Pilaster  "H." 

For  6,  8, 12, 16  and  18  inch  Face  Pilaster. 


Cap  of  Pilaster  "C.» 

For  4, 5, 6, 8, 10, 12, 14  and  16  inch  Face  Pilaster. 


Gl 


DEARBORN  FOUNDRY  COMPANY. 


PILASTER  AND  COLUMN  CAPITALS. 


Column  Xo.  49. 

12, 10,  8,  6  and  4  inch  Face. 


Column  "C." 

16, 14,.  12, 10,  8, 6,  6  and  4  inch  Face. 


DEARBORN  FOUNDRY  COMPANY. 


COLUMN  CAPITALS, 


Cap  of  Column  Xo.  53. 


Cap  of  Column  Xo.  53. 

For  Gas  Pipe. 


-77— 


Cap  of  Column  \  o.  6£. 


Cap  of  Column 
\  o.  36. 

4  inch  diameter. 


DEARBORN  FOUNDRY  COMPANY. 


COLUMN  CAPITALS. 


-iH — 


Cap  of  Gas  Pipe  Column, 
Ko.  49. 

For  2>£  in.  Outside  Diameter      Cap  of  Gas  Pipe  Column, 
Gas  Pipe.  "I,." 

For  2^  and  3  in.  Outside  Diam- 
eter Gas  Pipe. 


Cap  for  Gas  Pipe  Column, 
\o.  51. 

For  2%  in.  Outside  Diameter 
Gas  Pipe. 


Cap  of  Gas  Pipe  Column, 
Vos.  40  and  41. 

For  2}£  and  3  in.  Outside  Diam- 
eter Gas  Pipe. 


r>4 


DEARBORN  FOUNDRY  COMPANY. 


ORNAMENTAL  ANCHORS. 


So,  100. 

Price,  S3. 50  each. 


So.  100  A. 

14"  x  23"  same  design. 
Price,  $3.00  each. 


NOTE.— In  ordering  Ornamen- 
tal Anchors  give  thickness  of 
wall. 


66 


DEARBORN  FOUNDRY  COMPANY. 
ROSETTES. 


Xo.  1O7. 


1OS. 


\o.  115. 


1 


\<».  109. 


£— 

I 

t' 


l; 


Xo. 


\o. 


Xo.  124. 


DEARBORN  FOUNDRY  COMPANY. 


ROSETTES. 


Xo.  1O4.  Xo.  1O3. 

Rosettes  for  7"  Beams. 


Splice  Plate  Xo.  1O5. 

Ornamental  Splice  Plate  for  15",  12"  and  10"  Beams. 


I 


Xo.  1*0. 


Xo.  133. 


\o. 


Xo.  116. 


DEARBORN  FOUNDRY  COMPANY. 


BRACKETS. 

GIVE    PROJECTION 


Wrought  Iron  Bracket. 

Price,  $10.00  each. 

Give  Thickness  of  Wall. 


Cast  Iron  Balcony 
Bracket. 

Price,  $7.50  each. 


Balcony  Bracket, 
No.  8 

Price,  $20.00 


Catalogue  of  Brackets,  Kail- 
ing-  and  Cresting  will  be  sent 
on  application. 


DEARBORN  FOUNDRY  COMPANY. 


CAST  IRON  LINTELS. 


Lintel  for  12  and  16  inch  Wall. 


Lintel  with  Moulded  Face  for  12  and  16  inch  Wall. 


Lintel  with  Moulded  Face  for  20  and  24  inch  Wall. 


T  Lintel. 


L  Lintel. 

NOTE.— In  ordering  Lintels  give  width  of  same,  also  length  and 
height  of  Bibs  and  thickness  of  metal. 


DEARBORN  FOUNDRY  COMPANY. 


CAST  IRON  LINTELS. 


Lintel  with  Segment  Ribs. 


Lintel  with  Flange  for  Supporting  Ends  of  Floor  Joists. 


Lintels  for  Top  of  Window  Openings,  made  any  length  or  width. 


In  ordering-  Lintels  give  width  of  same,  also  give  lengths  and 
height  of  ribs  and  thickness  of  metal.  In  case  Lintels  return  on  side, 
state  whether  flange  is  to  be  cast  on  to  support  joist  as  shown  in 
sketch  above. 


DEARBORN  FOUNDRY  COMPANY. 

THE   FOLLOWING  TABLE    GIVES  THE   SAFE   LOAD 
EQUALLY  DISTRIBUTED  FOR  CAST  IRON  LINTELS. 

In  tons  of  2,000  Ibs.    Factor  of  Safety  8. 

£§£,           • 

L 

HI 

4,' 

U    JL 

H" 

i" 

W    !     h" 

K" 

1" 

IK" 

5         2.79 
6         2.  £3 
7    1    2.00 
8           .74 
9           .55 
10     :        .40 
U    !       .27 
12           .16 

3.18 
2.63 
2.27 
1.99 
1.77 
1.59 
1.45 
1.33 

3.  XI 
3.17 
2.72 
2.38 
2.11 
1.90 
1.73 
1.59 

4.30 
3.59 
3.07 
2.69 
2.39 
2.15 
1.95 
1.79 

3.14 
2.61 
2.24 
1.96 
1.74 
1.57 
1.43 
1.31 

3.56 
2.97 
2.54 
2.22 
1.98 
1.78 
1.62 
1.48 

4.26 
3.55 
3.04 
2.66 
2.36 
2.13 
1.93 
1.77 

4.80 
4.00 
3.43 
3.00 
2.67 
2.40 
2.18 
2.00 

£§£           ^S^~ 
08  St.           <     8      > 

•  *  £  g.:——  :  

C      8"    > 

LJ 

<     7"  > 

<      7"    > 

1"          114"           »" 

&" 

1" 

l]<i" 

5         3.48 
6         2.90 
7         2.49 
8        2.18 
i)         1.94 
10         1.74 
11         1.58 
12         1.45 

3.93 
3.27 
2.81 
2.46 
2.18 
1.98 
1.79 
1.64 

4.69 
3.91 
3.35 
2.93 
2.  GO 
2.34 
2.13 
1.95 

5.28 
4.40 
3.77 
3.30 

2.93 
2.64 
2.40 
2.20 

3.96 
3.30 
2.83 
2.47 
2.20 
1.98 
1.80 
1.65 

4.52 
3.77 
3.23 
2.83 
2.51 
'2.  -26 
2.05 
1.88 

5.50 
4.58 
3.93 
3.44 
3.05 
2.75 
2.50 
2.29 

6.29 
5.24 
4.49 
3.93 
3.49 
3.14 
2.86 
2.62 

,„,       <a 

If.*  9 

S 
••v 

4- 

L? 

JL 

5"    v 

«" 

1"         1!4" 

%" 

X" 

i" 

IV 

5     I    4.38 
6    j    3.65 
7         3.13 
8         2.74 
9         2.43 
10         2.19 
11         1.99 
12         1.83 

5.00 
4.17 
3.57 
3.13 

2.78 
2.50 
2.21 

2.08 

6.07 
5.06 
4.33 
3.79 
3.37 
3.03 
2.76 
2.53 

6.96 
5.80 
4.97 
4.35 
3.86 
3.48 
3.16 
2.90 

5.32 
4.43 
3.80 
3.33 
2.96 
2.66 
2.42 
2.22 

6.12 
5.10 
4.37 
3.83 
3.40 
3.06 
2.78 
2.55 

7.52 
6.26 
5.37 
4.70 
4.18 
3.76 
3.42 
3.13 

8.68 
7.23 
6.20 
5.43 
4.82 
4.34 
3.95 
3.67 

If  the  load  conies  in  centre  of  lintel,  ONLY  ONE-HALF  of  these 
loads  should  be  placed  on  the  lintels.    Allowed  fibre  strain  per 
square  inch  3000  Ibs. 

71 


DEARBORN  FOUNDRY  COMPANY. 


THE   FOLLOWING  TABLE    GIVES  THE   SAFE   LOAD 
EQUALLY  DISTRIBUTED  FOR  CAST  IRON  LINTELS. 

In  tons  of  2,000  Ibs.    Factor  of  Safety  8. 


LJ  -L 


If  the  load  comes  in  centre  of  lintel,  ONLY  ONE-HALF  of  these 
loads  should  be  placed  on  the  lintels.  Allowed  fibre  strain  per 
square  inch  3000  Ibs. 

72 


DEARBORN  FOUNDRY  COMPANY. 


THE   FOLLOWING  TABLE    GIVES  THE  SAFE   LOAD 
EQUALLY  DISTRIBUTED  FOR  CAST  IRON  LINTELS, 

In  tons  of  2,000  Ibs.    Factor  of  Safety  8. 


9.00 


If  the  load  comes  in  centre  of  lintel,  ONLY  ONE-HALF  of  these 
loads  should  be  placed  on  the  lintels.  Allowed  fibre  strain  per 
square  inch,  3000  Ibs. 


DEARBORN  FOUNDRY  COMPANY. 


THE   FOLLOWING  TABLE    GIVES  THE    SAFE   LOAD 
EQUALLY  DISTRIBUTED  FOR  CAST  IRON  LINTELS, 

In  tons  of  2,000  Ibs.    Factor  of  Safety  8. 


Z5A 
ft 

K" 

1' 

5 
6 
7 
8 
9 
10 
11 
12 

16.13 
13.36 
11.45 
10.02 
8.91 
8.02 
7.29 
6.68 

19.  r 
16.^ 
14.1 
12.  J 
10.  { 
9.£ 
8.£ 
8.2 

22.77 
18.98 
16.29 
14.23 
12.65 
11.39 
10.35 


25.36 
21.14 
18.12 
15.85 
14.09 
12.68 
11.68 
10.57 


18.38 
15.32 
13.13 
11.49 
10.21 
9.19 
8.35 
7.66 


1" 


22.56 
18.80 
16.11 
14.10 
12.53 
11.28 
10.25 
9.40 


26.04 
21.70 
18.60 
16.27 
14.47 
13.02 
11.84 
10.85 


28.H4 
24.12 
20.67 
18.09 
16.08 
14.47 
13.15 
12.06 


It  the  load  comes  in  centre  of  lintel,  ONLY  ONE-HALF  of  these 
loads  should  be  placed  on  the  lintels.  Allowed  fibre  strain  per 
square  inch  3000  Ibs. 


74 


DEARBORN  FOUNDRY  COMPANY. 


Section  through 
Corner  Guard. 


View  showing  Corner  Guards  for  protecting  Brick  Piers. 
Made  any  length. 


View  showing  thin  Diamond  Plates  to  screw  to  wood.    Stnir 
treads  made  any  length  or  width  desired. 


Plain  cast  iron  Window  Sill.     Give  width 
of  opening. 


Section. 


Ornamental  cast  iron  Window  Sill. 
Give  width  of  opening.. 


Section. 


Section. 


Wagon  Wheel  Guard. 


7:. 


DEARBORN  FOUNDRY  COMPANY. 
WROUGHT  IRON  ANCHORS. 


Flat  T  Anchor  E. 


Tie  Rod  for  I  Beam 


Vault  Kod*. 
PRICE    LIST. 


Anchor  A,  any   length. 

=   I 


Tie  Bod 


Give  size  of  Iron  wanted  for  Anchors. 


7« 


DEARBORN  FOUNDRY  COMPANY. 


WROUGHT  IRON  STIRRUPS. 

"  "     "  7T"*! 

8IXGLE.  DOUBLE. 


Give  measurements  Give  measurements 

D,  E  and  F.  A,  B  and  C. 

Also  state  size  of  Iron  wanted. 


Wrought  Iron  Sash  »ar. 


Price  Wrought  Iron 50c.  per  lineal  foot. 

Price  Silver  Plated 81.00    "         " 

In  ordering  make  sketch  and  give  size  of  Glass. 


Counter  Brackets  and  Railing. 


77 


DEARBORN  FOUNDRY  COMPANY. 


JList  of  Sewer  Grates. 

5"  diameter, $0. 15  each. 


List  of  Ventilating 
Orates 


.20 
.25 


4"  x    6"  

6 '  x    6"  

6"  x    8"  

9"  x    9"  

9'rx  12" 35 

12"  x  12"  .40 


$0.15  each. 

20  " 
25  " 
.30  " 


78 


BACH. 

No.  2  A.    Size  11^x14^". ...$4.00 
No.  2  B.    Size  15%  x  17%" ....  6.00 


DEARBORN  FOUNDRY  COMPANY. 
SEWER  GRATE,  FRAME  AND  HOPPER. 


For  Drainage  of  Street  Gutters  into  Sewer. 
Opening-  12"  x  24" Price  each,  $10.50 


PARK  GRATE,  FRAME  AND  HOPPER. 


For  Drainage  of  Pathways  into  Sewer. 
Opening  8"  x  12" Price  each,  *4. 00 


MAN-HOLE  COYER  AND  FRAME. 


For  Entrance  in  Cleaning  Sewers. 

Opening  24"  diameter Price  each,  $13.50 

Write  for  Discount  on  large  orders. 


DEARBORN  FOUNDRY  COMPANY. 


CAST  IRON  AREA  GUARD. 


Price $12  00  Each. 


GAS  PIPE  AREA  RAILING  AND  POST. 


Price $10  00  for  4',  0"  Area, 


AREA  RAILING  AND  POST, 


Price  . . 


....$16  00  for  4',  0"  Area. 


DEARBORN  FOUNDRY  COMPANY. 


RECTANGULAR  WROUGHT  IRON   AREA   GRATING, 


Price  per  square  foot  — 


..  $1.50. 


HALF  CIRCLE  WROUGHT  IRON  GRATING. 


Price,  per  square  foot 


WROUGHT  IRON  AREA  GRATINGS  FOR  PLATFORMS. 


Price,  per  square  foot. 

Diamond  plates  extra. 


NOTE. — In  ordering,  parties  will  state  what  size  iron  they  wish 
to  be  used,  also  stnte  size  of  opening  for  which  they  are  intended, 
whether  they  are  to  be  fastened  to  wood  or  stone. 

Special  estimates  given  on  this  class  of  work  promptly,  on 
application. 


81 


DEARBORN  FOUNDRY  COMPANY. 


WROUGHT  IRON  WINDOW  GUARDS 


Estimates  will  be  given  on  any  style  parties  desire,  if  they  will 
Burnish  drawings. 


DEARBORN  FOUNDRY  COMPANY. 


WROUGHT  IRON  WINDOW  GUARDS. 


Estimates  will  be  given  on  any  style  parties  desire,  if  they  will 
furnish  drawing's. 


>  h 


DEARBORN  FOUNDRY  COMPANY. 


WROUGHT  IRON  SHUTTERS. 


Centre  of  Stutter  Brick  . 

— 

K- 

* 

n 

"J- 

.r] 

M 

g  ! 

1 

1 

£ 
m 

tr 

I 

o: 

Id 

pi 

t  i 

3 

I 

• 

»  1 

•'  —  tm 

11 

-1 

t      | 

Ji 

!  ! 

t 

i-       Width  of  Opening.    —  > 

(3 

J 

E 

H 

Centre  ofSfiuttcr  Brick. 

i 

1- 

!~                6TONE  SILL 

DEARBORN  FOUNDRY  COMPANY. 


SEE  SKETCH  SHOWING  FIRE-PROOF  SHUTTERS. 


Shutters  are  usually  made  of  }<z  x  IJs  wrought  irou  frames, 
ami  covered  with  No.  14  sheet  iron,  well  riveted  to  frames.  Shut- 
ters may  be  made  to  open  from  outside;  these  are  mostly 
used  above  first  story,  so  that  the  firemen  can  open  them  in 
case  of  fire.  Shutters  for  door  openings  are  usually  provided 
with  locks  aud  sliding-bolts,  top  and  bottom.  In  ordering-  please 
state  if  you  wish  same  to  be  furnished. 

In  ordering  Shutters  give  measurements  as  shown  in  the 
sketch,  viz. :  From  top  of  sill  to  underside  of  arch;  from  top  of 
sill  to  spring  of  arch ;  aud  width  of  opening,  and  if  shutter-brick 
are  already  built  in  wall,  then  give  height  of  same  from  top  of 
sill  to  top  of  shutter-brick,  also  from  centre  to  centre  of  eye  in 
shutter-brick,  as  shown  in  sketch  on  opposite  page. 


TOP  VIEW.  TOP  VIEW. 

Cast  Iron  Shutter  Brick         <  a-t   I  run  Shutter  Brick 
Style  A.  Style  It. 

To  build  in  brick  wall  as  work  progresses,  and  are  used  for 
hanging  either  iron  or  wood  shutters.  Shutter-brick  are  made 
right  and  left,  as  indicated  in  sketch  of  opening. 

Estimates  given  on  application  promptly. 


ffi 


DEARBORN  FOUNDRY  COMPANY. 


OTUSIDE  STAIRS. 


Estimates  given  prompty  on  application. 


DEARBORN  FOUNDRY  COMPANY. 


CIRCULAR  STAIRS. 


Estimates  given  promptly  on  application. 


DEARBORN  FOUNDRY  COMPANY, 


No,  £5. 


No.  31. 


No. 


No.  33. 


DEARBORN  FOUNDRY  COMPANY. 


CAST  IRON  POSTS  AND  STANDARDS. 


Xo.  34.—  Price,  $3/25       Xo.  35.—  Price,  $3.25     Xo.  28.—  Price,  $7.50 

36  in.  High;  40  in.   High; 

Base,  3  in.  Hound.  Base,  7  in. 


PIPE  RAIL  BRACKET  POSTS. 


Xo.  36.— Price,  $2.60  Ifo.  37.— Price,  $2.50 

24J4  in.  High.  24^  in.  High. 

^"Special  Catalogue  of  Posts  and  Railings  will  be  sent  on 
application.    Estimates  given  promptly. 


DEARBORN  FOUNDRY  COMPANY. 


ROOF  CRESTING. 


Xo.  46.— One  Si 7,0  Only. 

18"  high,  per  lineal  foot,  $1 00    j 
Finial  for  same,  $2.00  each. 


\  o.  30.-Five  Sizes. 

15"  high,  per  lineal  foot....$  .60 
24  "  "  "  "...  1.10 
36  "  "  •«  "...  1.35 
42  "  "  "  "...  1.65 
54  "  "  "  "  ...  2.00 


Xo.  38— Three  ^ize«. 

18"high,  per  lineal  ft.  $  .50 
20"  "  "  "  "  .85 
36"  "  "  "  "  1.20 


STo.  J8.— Two 
Sizes. 

22"  high,  per 
lineal  foot,65c. 

28"  high,  per 
lineal  foot,85c. 


Special  Cresting  Catalogue  will  be  sent  on  application. 
Estimates  given  promptly. 


DEARBORN  FOUNDRY  COMPANY. 


RAILINGS. 


Price  per  foot 


.9 


Price  per  foot. $..... 

NOTE.— Special  Catalogue  of  Railing-  and  Cresting-  sent  on  applica- 
tion.   Estimates  given  promptly. 


DEARBORN  FOUNDRY  COMPANY. 


VAULT  DOOR  "STYLE  T." 


Approximate  weight,  1000  pounds. 

Opening  In  wall,  81  x  34  In. ;  thickness  of  wall,  24  in. 

Clear  opening  in  door,  78  x  30  in. 

Outside  dimensions  over  all,  82  x  39  In. 

Estimates  given  promptly. 


DEARBORN  FOUNDRY  COMPANY. 


VAULT  DOOR,  "STYLE  U,  EASTLAKE." 


Bolt  Work  same  as  "Style  U,  Cottage." 


Estimates  given  promptly. 


DEARBORN  FOUNDRY  COMPANY 


BOILER  FRONT, 


Sizes  of  Full  Boiler  Fronts  for  30,  42.  48,  54,  CO  and  66  inches 
diameter  Boilers. 

Sizes  of  Half  Boiler  Fronts  for  from  30  inches  diameter  to 
66  inches  diameter  Boilers. 

Sizes  of  Shaving  Fronts  for  from  30  finches  diameter  to  66 
inches  diameter. 

Estimates  furnished  on  application. 


DEARBORN  FOUNDRY  COMPANY. 


GRATE 


We  have  the  following  sizes  of  Orate  Bars : 


Length,  2'—  0" 

2'-  6" 

«*  -     3'—  0" 


Length,  4'—  0" 

«•        4'— 6" 

6'— 0" 


Length,  5'— 6" 

"          6'—  0" 


We  also  carry  in  Stock  a  large  amount  of  Boiler  Fronts 
and  Furnace  Castings,  namely:  Bearing  bars,  angle  bars,  top 
liners,  side  liners,  man-hole  rings  and  plates,  hand-hole  rings  and 
crabs,  boiler  lugs  and  nozzles,  skeleton  arches,  wall  binders  and 
rods,  large  and  small  soot  doors  and  frames.  We  also  have  a 
large  variety  of  Grate  Bars  used  for  different  kinds  of  Fuel,  as  well 
as  those  shown  above.  Parties  wishing  to  get  figures  ou  this 
class  of  work,  if  they  will  state  just  what  they  require,  we  shall 
be  pleased  to  quote  prices  promptly. 

We  also  make  Jt nbbi n<;  Beds  for  stone  yards,  Castings 
used  in  Packing  Houses,  8ngar  .Refineries,  etc.,  and  in 
fact  anything  in  the  foundry  line,  which  we  have  every  facility 
for  getting  oxit  heavy  or  light  castings  in  short  order. 

Estimates  will  be  given  on  any  of  this  work  promptly. 


DEARBORN  FOUNDRY  COMPANY. 


COAL  HOLE  LIGHTS. 

PRICE  LIST. 

16  in.  diameter,  6  glasses $2. 50 

18  in.          •«         9        •'       3.00 

20  in.  "        12        "       3.50 

24 in.  "        12        "       5.00 

Fastening  Bar  aud  Thumb  Screw 

extra 50 

Thimbles  for  Round  Vaults  made 
to  order. 


Cut  of  20  in.  Coal  Hole  Light. 

ROUND  VAULT  LIGHTS. 


PRICE  LIST. 

16  in.  diam.,  round, 30  glasses. .  .$3.50 
18 in.      "  "      36        "       ...  5.00 

21  in.      "  "      54       "       ...  C. 50 

23  in.      "  "      60       "       ...  8.00 

The  above  sizes  always  on  hand. 


Cut  of  23  in.  Round  Vault  Light. 

HEXAGON  VAULT  LIGHTS. 


PRICE  LIST. 

18  in.  Hexagon,  43  glasses $5.00 

21  in.      t*tf»»f.    65        "       ....  8.00 

25  in.  "         91        "       ....  11.00 

29  in.  "        133        "       ....  L-I.OO 

Thimbles  or  Rings  for  Hexagon 
Covers  made  to  order. 


Cut  of  21  in.  Hexagon  Vault  Light. 


9C 


DEARBORN  FOUNDRY  COMPANY. 


RINGS  FOR  COAL  HOLE  COVERS  AND  VAULT  LIGHTS. 


PRICE  LIST. 

Ring  for  16  inch  Coal  Hole  Cover $1.00 

"  18     "         "       "  "    1.2L 

"20     "          "        "  "     1.50 

"24     "          "        "  "     2.50 

Ring  for  16  inch  round  Vault  Light $1. 50 

"  18     "         •'  "          "      2.00 

"        "21      "          "  "          "      2.50 

"  23      "          "  "          "      3.00 

Above  Rings  kept  in  stock. 


THIMBLES  FOR  COAL  HOLE  COVERS,  VAULT 
LIGHTS,  ETC. 


PRICE  LIST. 

Thimble  for  16  inch  Coal  Hole  Cover .$1.50 

"  18  "  "  "  "  2.00 

"20  "  "  "  "  2.50 

Above  Thimbles  are  4  inches  deep. 

Kept  in  stock. 

Made  to  Order  at  Short  Notice. 

Deeper  Thimbles  to  go  through  brick  arches,  cistern  tops,  &c. 
Price  according  to  size  and  depth. 


07 


DEARBORN  FOUNDRY  COMPANY. 


VENTILATING  DOORS. 


Cut  Showing  Construction  of  Ventilating-  Door. 
PRICE    LIST. 

Small  Ventilating1  Door,  22  inches  square,  16  inch  square 
opening1,  37  glasses $12.00 

Medium  Ventilating-  Door,  26  inches  square,  20  inch  square 
opening-,  63  glasses $16.00 

Large  Ventilating  Door,  30  inches  square,  24  inch  square 

opening,  103  glasses $20. 00 

These  doors  are  self-locking  and  water  tight  when   closed, 

and  protect  the  hole  when  open. 
Above  sizes  kept  in  stock. 


SOLID  IRON  COAL  HOLE  COVERS. 

PRICE    LIST. 

16  inch  diameter ...  ...  $1 . 50 

18      "  «  ..  2.00 

20      "  "  2.50 

24      •  «  4.0Q 

Fastening  bar  and  thumb  screw, 
extra 50 

For  Rings  for  solid  covers,   see 
page  97. 

Above  sizes  always  on  hand. 


Estimates  given  promptly  on  Pris- 
matic light  work  for  platforms  or 
other  construction,  if  parties  will 
Cut  of  20  inch  Solid  Cover,      send  drawing  of  what  they  require. 


DEARBORN  FOUNDRY  COMPANY. 


WROUGHT  IRON  COAL  HOLE  DOOR. 

Price  List. 

Small  Door,  26"  square, 
20"  square  opening,  19 


$16.00 

Large  Door,  30" 
square,  24"  square 
opening,  19  glasses 

$20.00 


These  doors 
are  made  very 
strong,  for 
rough  usage; 
have  a  very 
heavy  cast 
iron  frame, 

with  thimble  7  inches  deep,  and  wrought  iron  door  made  from  % 
inch  boiler  iron,  well  supported  with  angle  iron.  They  are  well 
adapted  for  taking  in  steam  coal  or  small  freight,  are  water  tight 
when  closed,  and  lock  with  a  bolt  on  under  side.  Above  sizes  kept 
in  stock.  Other  sizes  made  to  order. 


SOLID  IRON  ALLEY  COAL  HOLE 
COYER  AND  FRAME. 


Price  List. 

No.  1, 26"  square,  20"  square 
opening, $15.00 

No.  2, 30"  square,  24"  square 

opening $20.  oo 

These  covers  are  very 

strong  and  can  be  driven 

over  with  heavy  loads. 


TRAP  DOORS, 

This  cut  represents  Trap 
Doors  for  use  over  base- 
ment stairs,  slides,  side- 
walk elevators,  etc. 

Are  water  tight  when 
closed,  and  fitted  with 
strong  brass  hinges  and 
hooks  to  hold  them  open, 
and  bolt  to  fasten  them 
when  closed. 


DEARBORN  FOUNDRY  COMPANY. 


LAMP  POSTS. 


Wo.  1. 


100 


DEARBORN  FOUNDRY  COMPANY. 


SECTIONS  OF  FIRE-PROOF  CONSTRUCTION. 


Dearborn  Foundry    Company's    Patent    Metal   Clamp   for 
attaching  roof  purlins  to  root  beams. 


This  view  shows  a  flre-proof  floor  constructed  with  hollow 
tile  arches,  leveled  up  with  concrete,  having;  wooden  strips 
bedded  in  the  concrete  to  receive  the  flooring  nails. 


This  view  shows  a  flre-proof  floor  as  ordinarily  constructed, 
with  brick  arches,  leveled  up  with  concrete,  having  wooden  strips 
bedded  in  the  concrete  to  receive  the  flooring  nails. 


This  view  shows  a  flre-proof  floor  constructed  with  corru- 
gated iron  arches,  leveled  up  with  concrete,  having  wooden  strips 
bedded  in  the  concrete  to  receive  the  flooring  nails. 


DEARBORN 

FOUNDRY  COMPANY. 

SAFE  UNIFORMLY  DISTRIBUTED  STATIONARY  LOAD 
FOR  RIVETED  PLATE  GIRDERS. 

In  tons  of  2,000  Ibs.        w=weight  per  lineal  foot  of  girder. 

Length  of  Girder  in  ft.  between  supports=l. 

,  *  12"  . 

d  =  %  f  or  1  =  10'  to  14' 
d  =  &  for  1  =  15'  to  20' 
d  =  %  f  or  1  =  21'  to  40' 

Rivets  %"  diam.  2"  pitch  at  ends 
for  l-i-4;  then  4"  pitch,  staggered. 

d  =  %  t  or  1  =  10'  to  14' 
d  =  y>  f  or  1  =  15'  to  20' 
d  =  %  f  or  1  =  21'  to  40' 
Rivets  %"diam.  2"  pitch  at  ends 
forl-*-4;  then  4"  pitch,  staggered. 

in 

°°i  2 

i 

1,| 

"*'•   2 

JS      fc 

No.  1 

No.  2 

No.  3 

No.  4 

No.  5 

No.  6 

10 
12 
14 
16 
18 
20 
22 
24 
26 
28 
30 
32 
34 
36 
88 
40 

78 
65 
56 
4'J 
43 
39 

32 
30 
28 
26 
24 
23 
22 
21 
-    20 

98 
81 
70 
61 
54 
49 
45 
41 
38 
35 
33 
31 
29 
27 
26 
25 

118 
98 
84 
74 
65 
59 
53 
49 
45 
42 
89 
37 
35 
33 
31 
29 

94 

78 
67 
59 
52 
47 
43 
39 
36 
34 
31 
29 
27 
26 
25 
24 

118 
98 
84 
74 
65 
59 
53 
49 
45 
42 
39 
37 
35 
33 
81 
29 

142 
118 
Ktl 
8'.) 
7!) 
71 
65 
59 
55 
51 
47 
44 
42 
39 
37 
35 

,                                                                       .Allowed  fibre 

];-—•}-_  —  j     ]  3$  for  GWera  7-8-9    _                            square  inch  ol 

strain  per 
gross  sec- 

•e  provided 
C  stiffeners 
teach  end. 
i  15'  to  20' 
ce=h  from 

• 

y^—l 

V3«         ~  0  ~    0  "  O  ~    O  —  \- 
*N           0         0    f    0         0        O/- 

l\$i   uon—  iu,uuu  IDS 
-i-2  •     All  girders  ai 
Ends  with  a  pair  ol 
(3%"x5'rx^")a 
4<Ue       Girders  fron 
3^"X>6")ln  distan 

ir  of  stiff  eners  $l/s" 

tg    )           !>2{  Centers  l&'at 

H""'  for  Sirdera  l-2-3-4-53r~~"Vcenters  "s^Mi 

have  another  pair  of  stiffeners  (3&"x 
each  end. 
Girders  from  21'  to  40'  have  a  third  pa 
in  distance  =2}^  h  from  each  end. 

102 


DEARBORN  FOUNDRY  COMPANY. 

SAFE  UNIFORMLY  DISTRIBUTED  STATIONARY  LOAD 

FOR  RIVETED  PLATE  GIRDERS. 

In  tons  of  2,000  Ibs.       w=  weight  per  lineal  foot  of  girder. 

IT 

a 

***»|M 

«--'-'^F 

• 

JL     i 

JL     ' 

d 
a> 

,     -ajSL.i- 

*       «*J§L.    i 

I 

-«S$*§SJ 

® 

d  =  %  for  1  =  10'  to  14' 

d  =  H  for  1  =  10'  to  14' 

d  =  %  for  1  =  15'  to  20' 

d  =  %  for  1  =  15'  to  20' 

£ 

d  =  %  f  or  1  =  21'  to  40' 

d  =  %  for  1  =  21'  to  40' 

a 

o 

Rivets  %  "  diam.  1%"  pitch  at  ends 
for  l-i-4  ;  then  3&"  pitch,  staggered. 

Rivets  %"  diam.  1%"  pitch  at  ends 
for  l-f-4  ;  then  3^"  pitch,  staggered. 

3 

|M 

!S* 

t^j 

f'l 

111 

111 

'o 

^«3S 

Q0  <M  C^  T—  \ 

fetiSil 

^sSs 

loSSS 

b^SS 

fe 

ji~5n 

Ti~»~ 

n    '' 

^  11 

r4        II 

01  JT,~"~ 

ii    n 

A      & 

A    & 

A     £ 

A     ^ 

rd          ^ 

&    £ 

•3 

No.  7 

No.  8 

No.  9 

No.  10 

No.  11 

No.  12 

10 

122 

153 

184 

83 

105 

126 

12 

101 

128 

153 

69 

87 

104 

14 

87 

109 

131 

60 

75 

90 

16 

76 

95 

115 

52 

65 

78 

18 

68 

85 

102 

46 

58 

70 

20 

61 

77 

92 

42 

52 

63 

22 

56 

70 

84 

38 

48 

57 

24 

51 

64 

77 

35 

44 

52 

26 

47 

59 

71 

32 

40 

48 

28 

44 

55 

66 

30 

37 

45 

30 

41 

51 

61 

28 

35 

42 

32 

38 

48 

58 

26 

33 

39 

34 

36 

45 

,      54 

25 

31 

37 

36 

34 

43 

51 

23 

29 

3d 

38 

32 

40 

48 

23 

28 

33 

40 

31 

38 

46 

21 

26 

31 

Allowed  fibre  strain  per  square  inch  of  gross  section  =10,000  Ibs. 

All  girders  are  provided  with  a  pair  of  stiffeners  (3%"x5"xJ$"L) 

at  each  end. 

Girders  from  15'  to  20'  have  another  pair  of  stiffeners  (3  J$"x3^  "- 

Xj*")in  distance  =h  from  each  end. 

Girders  from  21'  to  40'  have  a  third  pair  of  stiffeners  (3&"X3&"- 

X%)  in  distance=2%  h  from  each  end. 

The  weight  of  the  stiffeners  is  not  included  in  the  weight  per 

lineal  foot  given  in  tables. 

103 


DEARBORN 

FOUNDRY  COMPANY. 

SAFE  UNIFORMLY  DISTRIBUTED  STATIONARY  LOAD 
FOR  RIVETED  PLATE  GIRDERS. 

In  tons  of  2,000  Ibs.        w=  weight  per  lineal  foe  i  of  girder. 

1 

ft 

d 

03 

s 

,Q 

1 

3 

CM 
O 

i 

a 

10 
12 
14 
16 
18 
20 
22 
24 
26 
28 
30 
32 
34 
36 
38 
40 

d  =  M 

«  =  S 

Rivets  jff 
for  1+4;  th 

;^Ezz!%W»ifflfeza 

d  =  &  f  or  1  =  10'  to  14' 
d  =  ^  for  1  =  15'  to  20' 
d  =  ^  for  1  =  21'  to  40' 

Rivets  %  "  diam.  1%"  pitch  at  ends 
for  1-4-4;  then  3%  "  pitch,  staggered. 

for  1  =  10'  to  14' 
for  1  =  15'  to  20' 
for  1  =  21'  to  40' 

diam.  3H"  pitch  at  ends 
n  7"  pitch. 

gsj 

II     II 

00*    - 

,0-  - 

MQOQO 

43      ^ 

°°3  z 

iisi 

A 

if 

No.  13 

No.  14 

No.  15 

No.  19 

No.  20 

No.  21 

114 
95 
81 
71 
63 
67 
62 
48 
44 
41 
38 
36 
34 
32 
30 
29 

143 
119 
102 
90 
80 
72 
65 
60 
55 
61 
48 
45 
42 
40 
38 
36 

172 
143 
123 
108 
96 
86 
78 
72 
66 
61 
57 
54 
51 
48 
45 
43 

130 
108 
93 
81 
72 
65 
59 
54 
60 
46 
43 
41 
38 
36 
34 
32 

156 
130 
111 
97 
87 
78 
71 
65 
60 
56 
52 
49 
46 
43 
41 
39 

182 
152 
130 
114 
101 
91 
83 
76 
70 
65 
61 
57 
64 
61 
48 
46 

.     All< 
8i    (  0:  o  :  o"  o^n?'    squai 

>wed  fibre  strain  per 
•e  inch  of  gross  sec- 
10,000  Ibs. 
girders  are  provided 
a  pair  of  stiffeners 
"X&")  at  each  end. 
tiers  from  15'  to  20' 
in  distance  =h  from 

Feners  (3H"x4"x&") 

• 

[ii"i:r;r7~~3~  ~~*-~:ji 

i    3"^  Centers  3 
1    6»|      " 

have  another  pair 
each  end. 
Girders  from  21  '1 
indistance=2J^hf] 

Irf        }  3'?  Center,"  3U"a°\ 

-ULjL^c^ 

:nd,       All 

[iddle  Wit,h 

KST              ^ 

of  stiffeners  (3%"x4"x%") 

;o  40'  have  a  third  pair  of  stifl 
*om  each  end. 

104 


DEARBORN  FOUNDRY  COMPANY. 

SAFE  UNIFORMLY  DISTRIBUTED  STATIONARY  LOAD 

FOR  RIVETED  PLATE  GIRDERS. 

In  tons  of  2,000  Ibs.        w=weight  per  lineal  foot  of  girder. 

"if 

16" 

u. 

8 

X^iJpi^ 

"^^S^ 

1 

e-ie-kKxIf      | 

C-x6-xJi-|jP 

g 

Jk    *' 

A   ""i 

a 

w 

^  jH^  i 

I 

^*fgP%®y 

"  ».'S!g^W'y 

J5 

d  =  %"  for  1  =  12'  to  14' 

d  =  %"  for  1  =  14'  to  18' 

& 

d  =  j£"for  1  =  15'  to  21' 

d  =  |^"for  1  =  19'  to  27' 

$j 

<H 

d  =  J£"  for  1  =  22'  to  40' 

d  =  J6"  for  1  =  28'  to  40' 

.a 

§ 

Rivets  %"  diam.  3"  pitch  at  ends 
for  l-i-4;  then  6"  pitch. 

Rivets  %"  diam.  3"  pitch  at  ends 
for  1-1-4;  then  6"  pitch. 

S 

j§3   3 

ft 

"y-  :   : 

,§3   3 

.§3   3 

j§3   4 

o 

-    ^15^ 

»«•* 

cqot- 

5o5* 

WOOiH 

S 

*i§Ss 

,    O«  IN  C"! 

^§33 

00§S* 

b«So5 

^C0§§ 

i 

H~TT 

II          II 

°\l     II 

— 
II       " 

H^ii 

tnr 

g1 

A      fc 

A      £ 

A      * 

A      & 

A      * 

a 

No.  gg 

No.  g3 

No.  24 

No.  g5 

No.ge 

NO.  gy 

10 

12 

147 

177 

207 

14 

126 

151 

177 

160 

191 

224 

16 

111 

133 

155 

140 

188 

196 

18 

98 

118 

138 

124 

149 

174 

20 

88 

106 

124 

112 

134 

157 

22 

81 

96 

113 

102 

122 

142 

24 

74 

88 

103 

93 

112 

130 

26 

68 

82 

95 

86 

103 

120 

28 

63 

76 

89 

80 

96 

112 

30 

59 

71 

83 

75 

89 

104 

32 

55 

66 

78 

70 

84 

98 

34 

52 

62 

73 

66 

79 

92 

36 

49 

59 

69 

62 

74 

87 

38 

47 

56 

65 

59 

70 

82 

40 

44 

53 

62 

56 

67 

78 

All 

owed  fibre  strain  per 
re  inch  of  gross  sec- 
=10,000  Ibs. 
girders  are  provided 

r  -o-           o           o-i 
L..P.            ?       l.~^~t- 

|f             0       0         0       0       0      ot 

~!H  'tion= 

End*         All 
hddla    ^^V, 

3>n«re  srf  atE^                               (4"x6"x^">  at  each  end. 
e  |           T  mtujddi.                                 Girders  from  15'  to  20' 

have  another  pair  of  stififeners  (3}£"x4"x&")  in  distance=h  from 

each  end. 

Girders  from  21'  to  40'  have  a  third  pair  of  stiffeners  (3i4"x4"x?6") 
in  distance  =2^  h  from  each  end. 

^                                                                      inr» 

1*4     --  .-  -                                                   »JI 

DEARBORN  FOUNDRY  COMPANY. 

SAFE  UNIFORMLY  DISTRIBUTED  STATIONARY  LOAD 

FOR  RIVETED  BOX  GIRDERS. 

In  tons  of  2,000  Ibs.           w=  weight  per  lineal  ft.  of  girder. 

L 

^--—-20---"-, 

.r_  *.__, 

i 

.     .     />\ 

..,,.; 

>*a 

>x  Girder  in  ft 
port  8  =  1. 

d=  %"  eicept  where  marked  different. 
16'to30'  {  ^"rivets  W;pitchatends  for 

om.cft,  j  %  "rivets  2  l^"pitch  ate°ndsfor 
H  to5U  -j  1+4j  then  5,,  ^  staggered. 

d=  %"  eicept  where  marked  different. 
1fi't/»  W  1  Si"1™648  1  Vpitch  at  ends  for 
w  I  l-M,  then  3"  pitch  staggered. 

,,,.  c/w  j  %.  "rivets  2V£"pitch  at  ends  for 
01  wau    t  j^^  then  yt  pitch  staggered< 

w 

ffl 

ao 

j 

CO  00 

jQ.Q 

00  00 

GO 

no 

i£ 

CO  CC  03 

'o 
1 

»   B 

5o  g 

^S 

«  ^ 

CO    r~ 

So  ~ 

en  - 

1 

bill 

CO   '"•  ~Y~~^ 

* 

IS 

it 

^   1 

II          H 

i    £ 

11 

A 

I 

J»         ( 

No.  28 

No.»9 

No.  30 

NO.  31 

No.  3d 

No.  33 

No.  34 

No.  35 

16 

83 

101 

136)  S 

174"! 

107 

130 

1721  X 

226)| 

18 

74 

90 

122  f  ; 

155  LQ 

95 

116 

153 

5 

201  1  - 

20 

66 

81 

104    -* 

139  1  § 

86 

104 

137 

181  j  3$ 

22 

60 

73 

95 

127  L" 

78 

95 

125 

I 

1581 

24 

55 

67 

87 

116  j  ss 

71 

87 

115 

28 

145     _• 

26 

61 

62 

80 

1071 

66 

80 

102 

134  |-§ 

28 

48 

58 

74 

97 

61 

74 

95 

30 

44 

54 

69 

89 

57 

69 

89 

116  1  : 

32 

41 

51 

65 

83 

54 

65 

84 

34 

39 

48 

61 

78 

50 

61 

79 

103  J 

36 

37 

45 

58 

74 

48 

58 

74 

95 

38 

35 

43 

55 

70 

45 

55 

70 

89 

40 

33 

40 

52 

66 

43 

52 

67 

84 

42 

31 

38 

60 

63 

41 

50 

C4 

44 

30 

37 

47 

60 

39 

47 

61 

76 

46    i 

29 

35 

45 

58 

37 

45 

58 

73 

48 

28 

34 

43 

55 

36 

43 

56 

70 

60 

27 

32 

42 

63 

34 

42 

53 

67 

Allowed  fiber  strain  per  square  in.  of  gross  section  =  10,000  Ibs. 

In  figuring  the  moment  of  resistance  of  the  above  box  girders 
a  part  of  the  web  is  taken  Into  account  varying  from  %  to  r^,  ac- 
cording to  the  different  heights,  so  that  in  girders  3'  high,  ys  of  the 
web  area;  in  girders  2'  6"high  y1^;  in  girders  2'  and  1'  8"  high  -^  of 
the  area  is  added  to  the  flange  section.  All  girders  are  pro- 
vided with  a  pair  of  stiffeners  (3&"  x  6"  x  ^£)  at  each  end,  and  a 


The  weight  of 
included  in  the  weight  per  lineal  foot  given  in  tables. 


106 


DEARBORN  FOUNDRY  COMPANY. 


SAFE  UNIFORMLY  DISTRIBUTED  STATIONARY  LOAD 
FOR  RIVETED  BOX  GIRDERS. 

In  tons  of  2,000  Ibs.  w=  weight  per  lineal  ft.  of  girder. 


d=  %"  except  where  marked  different. 
,K,.  ,ft,  f  %"rivets  1^ "pitch  at  ends  for 
16  to  30  |  j  £4>  fan  y,  pi£h  staggered< 

nw  J  %  "rivets  2Vfc"pitch  atendsfor 
o  50  j  ^4)  then  5?^  stag?ered 


\ o.  36  Xo.  37  Xo.  38  Xo.  39 


140 
122 
110 
100 
91 
84 
78 
73 
69 
65 
61 
68 
55 
52 
50 
48 
46 
44 


170    -g 

151 

136 

121 

111 

103 

95 

89 

84 

79 

74 

70 

67 

64 

61 

58 

56 

53 


>« 

:-. 


224  )•£ 


175 
159  j 
146 

1:5,-, 
12.-, 
117 
107 
101 

95 

90 

86 

81 

78 

74 

71 


24? -- 


d=  %"  except  where  marked  different 

"rivets  l%"pitch  at  ends  for 
-f-4,  then  3"  pitch  staggered. 
%"rivets2^"pitchatendsfor 
,  pitch  staggeredi 


n    ii 


Xo.  40X0.41 


158 
140 
124 
113 
103 
95 
89 

Fa 

78 
73 
69 
16 

62 
59 
M 
54 
63 
50 


2031  . 
180  -g 
162  I  | 
148  t£ 
135  I  ^S* 
125  J 
111 
103 

97 

91 

86 

82 

78 

74 

71 

68 

65 


4»  Xo.  43 


2641  ,d 
235[  g 
211  f  J! 
192  I  ^ 
1711 
157 

146  I  & 
136 


^ 


Allowed  fiber  strain  per  square  in.  of  gross  section  =  10,000  Ibs. 

In  figuring  the  moment  of  resistance  of  the  above  box  girders 
a  part  of  the  web  is  taken  into  account  varying  from  %  to  i-1^,  ac- 
cording to  the  different  heights,  so  that  in  girders  3'  and  4'  high,  % 
of  the  web  area;  in  girders 2' 6" high  -^ ;  in  girders  2'  and  1'8" high 
•^y  of  the  area  is  added  to  the  flange  section.  All  girders  are  pro- 
vfded  with  a  pair  of  stiffeners  (3}£"  x  5"  x  K)  at  each  end,  and  a 
second  pair  (3>£"x  3^"x  %)  in  distance=h  from  each  end.  Girders 
from  30'  to  50'  have  a  third  pair  of  stiffeners  (3%"x3&"  x  %")  in  dis- 
tance =  %%  h  from  each  end.  The  weight  of  the  stiffeners  is  not 
included  in  the  weight  per  lineal  foot  given  in  tables. 


DEARBORN  FOUNDRY  COMPANY. 


SAFE  UNIFORMLY  DISTRIBUTED  STATIONARY  LOAD 
FOR  RIVETED  BOX  GIRDERS. 

In  tons  of  2,000  Ibs.  w=  weight  per  lineal  ft.  of  girder. 


fed 

rQ  i* 

SO 


d=  %  "  except  where  marked  different. 

WiA  on,  |%"rivets  1%  "pitch  at  ends  for 
16  to  30  ,, 


om  Kft'J  %  "rivets  2  U"piteh  at  ends  for 
31  to50  j  $4  then  5<?p[tch  staggered. 


X  o.  44  Wo.  45  Wo.  46  \  o.  47 


203") 
180  | -g 

162  }.  * 

148  |^« 

135  J 

124 

115 

107 

100 

94 

89 

85 

80 

76 

73 

70 

67 

64 


265  J-g 
236  Ij* 

212  j^o 

174 

;i6t 

14'.) 

131) 

130 

123 

116  \ 

108 

102 

97 

93 

89 

85 

82 


co— ^ 
II     II 


881)4 
347  If 

318  ^ 
2841* 
264 


231 

•217 
2.15 
194 
179 

170 
162 

155  f\N 
149  |  MK 
143  J 


%"  except  where  marked  different. 

'^ia>  J  1"  rivets  IX"  pitch  at  ends  for 
- 


-  1+4(  then  3^-pitchstaggeredi 

20'to  ^9'  f  %"rivets  *  H"pitch  at  ends  for 
20  to  39  i  1+4>  thfln  y,   ^tch  staggeredi 


40'to50' 


%  "rivets  2  V<"pitch  at  ends  for 
l-i-4,  then  5'f  pitch  staggered. 


5  33! 

C^Tj<( 


Wo.  48  Wo.  49  Wo.  50  Wo.  5 1 


247)  % 

220  hx 
195  ^\ 
178  £ 

150 
140 
130 
121 
114 
108 
102 

97 

99 

88 

84 

81 

77 


3161  . 
281  i 
253^ 
230  = 

?"J  ^ 


30 
32 
34 
36 

38 
40 
42 
44 
46 
48 
50 

Allowed  fiber  strain  per  square  in.  of  gross  section  =  10,000  Ibs. 

In  figuring  the  moment  of  resistance  of  the  above  box  girders 
a  part  of  the  web  is  taken  into  account  varying  from  %  to  r^,  ac- 
cording to  the  different  heights,  so  that  in  girders  3'  and  4'  high, 
H  of  the  web  area;  in  girders  2'  6"  high  yL;  in  girders  2'  0"high 
Y1^  of  the  area  is  added  to  the  flange  section.  All  girders  are  pro- 
vided with  a  pair  of  stiffeners  (3&"  x  5"  x  H)  at  each  end,  and  a 
second  pair  (3V^"x  3^"x  ^)  in  distance=h  from  each  end.  Girders 
from  30rto  50'  have  a  third  pair  of  stiffeners  (3%"x3%"  x  %")  in  dis- 
tance =  2^  h  from  each  end.  The  weight  of  the  stiffeners  is  not 
included  in  the  weight  per  lineal  foot  given  in  tables. 

108 


DEARBORN  FOUNDRY  COMPANY. 


TABLE  OF  STRENGTH  OF  WROUGHT  IRON  BEAMS, 
WITH  RIVETED  PLATES  TOP  AND  BOTTOM,  SHOW- 
ING UNIFORMLY  DISTRIBUTED  SAFE  LOAD, 

IN  TONS  OF  2,000  LBS. 


Section  1. 


n 


Composed  of 
2-12"  Beams. 
42  IDS.  per  ft. 

Top  plate  12"  x  &" 
Bottom  pL  12"i%' 


Load  in  tons. 


Section  2. 


n 


Composed  of 
2-l2'rBeams, 
601bs.perft. 
Top  plate  12"  x%' 
Bottom  pi.  12"x%' 


Composed  of 
2-15"  Beams, 
501bs.perft. 

Top  Plate  f 4"  x%" 
Bottom  pi.  14"x%' 


Load  in  tons. 


Section  3. 


Composed  of 
2-15"Beams. 
67  IDS.  per  ft. 

Top  plate  14"  x%" 
Bottom  pi.  14"x&" 


Load  in  tons. 


Section  4. 


Load  in  tons. 


31. ( 


46.1 


Three-quarter  inch  rivets  should  be  spaced  as  follows  : 

For  the  first  %  of  span  beginning  at  both  ends,  3"  centre  to 
centre  of  rivets. 

For  the  second  %  of  span  beginning  at  both  ends,  4}£"  centre 
to  centre  of  rivets. 

For  the  remainder  H  span,  6"  centre  to  centre  of  rivets. 


109 


DEARBORN  FOUNDRY  COMPANY. 


THE  FOLLOWING  TABLE  GIVES  THE  SAFE  LOAD 

EQUALLY  DISTRIBUTED  IN  TONS  OF  2,OOO 

LBS.   FOR  SANDWICH   GIRDERS. 


FIG.  1. 


Elevation  of  Sandwich  Girder,     Section. 

The  attached  table  give  the  safe  uniformly  distributed  load, 
in  tons  of  2,000  Ibs.  of  girders,  composed  of  wooden  beams,  with 
iron  plates  inserted  between  them,  or  vice  versa,  as  the  sketch 
shows.  In  the  calculation  iron  and  wood  have  been  considered 
separately,  and  their  respective  carrying  capacity  for  various 
spans  ascertained.  To  obtain  the  total  strength  of  such  girders, 
add  together  the  figures  representing  safe  loads  for  each  of 
the  components  of  the  girder.  EXAMPLE  :  What  is  the  safe  load 
of  a  girder  composed  of  two  3"  x  12"  wooden  beams,  20  feet 
long,  with  a  flitch  plate  12"  x  5-8"  ?  The  table  gives  for  12"  x  5-8" 
x  20'0"  plate,  3.00  tons,  and  for  1"  thickness  of  3"  x  12"  x  20'0" 
beam,  0.54  tons.  As  the  total  thickness  of  wood  is  6",  the  load 
will  be  6  x  0.54,  or  3  24  tons,  which,  together  with  iron  plate, 
makes  6.24  tons  as  allowable  load.  In  similar  way  the  load  of 
any  other  girder  of  such  kind  may  be  found. 


FIG.  2. 


Elevation  of  Sandwich  Girder, 


Section. 


This  method  of  calculating  the  safe  load  is  based  upon  the 
supposition,  which  is  general  among  builders,  that  both  materials 
of  which  the  girder  is  composed  act  simultaneously  in  resisting 
the  external  forces.  This,  however,  owing  to  difference  of 
modulus  of  elasticity  of  the  two  materials,  seldom  takes  place, 
therefore  such  girders  should  be  used  cautiously,  and  it  is  better 
in  calculating  the  safe  load  of  this  kind  of  girder  for  the  more 
important  structures,  to  take  from  the  table  the  full  value  for 
flitch"  plate,  but  only  one-half  of  the  value  given  for  wood.  To 
prevent  yielding  sideways,  the  width  of  the  girder  should  not 
be  less  than  one-half  of  its  depth  approximately. 

The  following  tables  give  strength  of  one  plate,  as  shown  in 
Fig.  No.  1. 

If  girder  has  two  (2)  plates,  as  shown  in  Fig.  2,  each  plate  will 
carry  the  weight  as  given  in  table. 

In  instances  where  there  is  no  special  reason  to  use  such 
girders,  wrought  iron  beams  will  always  be  found  lighter,  more 
reliable,  and  more  economical. 


110 


Ti                                                                                                            ^ 

SAFE  LOAD  IN  TONS  FOR  FLITCH  PLATE 

GIRDERS 

e  . 

DEPTH  10"     0= 

DEPTH  12" 

THICKNESS 

i« 

Thickness  of  Plate.    OF  WOOD. 

Thickness  of  Plate. 

OF  WOOD. 

p,5*"* 

j 

!i" 

-.  ^ 

K 

%"\  %" 

%" 

/£" 

/4 

%   1  % 

% 

* 

I" 

8 

2.093.12 

4.18 

5.21 

6.25 

0.937 

:3.oo 

4.50 

6.00 

7.50!9.00 

1.35 

9 

1.852.75;3.70 

4.58 

5.50 

0.85 

2.70 

4.00 

5.40'6.68 

8.001        1.20 

10 
11 
12 

1.672.50J3.34 
1.502.28'3.00 
1.392.102.78 

4.175.00 
3.804.56 
3.50,4.20 

0.75 
0.68 
0.62 

2.40 
2.16 
2.00 

3.60:4.806.00,7.20 
3.304.325.506.60 
3.004.005.006.00 

1.08 
0.99 
0.90 

13 

1.271.922.54 

3.203.84 

0.58 

1.83 

2.753.664.645.50 

0.845 

14 

1.18 

1.78 

2.36 

2.97 

3.56 

0.536 

!1  71 

2.56 

3.42 

4.30 

5.12 

0.772 

15 

l.ll 

1.67 

2.22 

2.75 

3.34 

0.50 

1.60 

2.40 

3.20 

4.00 

4.80 

0.725 

16 

1.041.53 

2.08 

2.55|3.06 

0.468 

1.50 

2.  25'3.  00;3.754.60 

0.675 

17 

0.961.461.92 

2.40 

2.92 

^0.44 

1.40 

2.10,2.803.524.20 

0.64 

18 

0.921.381.84 

2.28 

2.76 

0.417 

1.32 

2.002.633.324.00 

0.60 

19 

0.88 

1.32 

1.76 

2.20 

2.64 

0.392 

,1.27 

1.90 

2.53 

3.16 

3.80 

0.565 

20 

0.841.2611.68 

2.08 

2.50 

0.375 

1.20 

1.802.403.003.60 

0.54 

21 

0.80 

1.18 

1.60 

1.99 

2.36 

0.354 

1.17 

1.72 

2.24 

2.84 

3.44 

0.50 

22 

0.771.14,1.54 

1.89 

2.28 

0.34 

1.12 

1.66 

2.14j2.753.32 

0.465 

23 

0.74'l.091.48 

1.80 

2.19 

0.325 

1.08 

1.59  2.  1012.62  3.  18        0.46 

24 

0.70  1.051.40(1.  72 

2.09 

0.31 

1.00 

1.502.00|2.50i3.00:       0.446 

25 

0.66 

1.00 

1.33 

1.66 

2.00 

0.3 

:0.97 

1.45 

1.94 

2.41 

2.90 

0.43 

26       0.64 

0.97 

1.28 

1.61 

1.94 

0.286 

0.94 

1.40 

1.88 

2.32 

2.80 

0.415 

27       0.610.941.22, 

1.56 

1.88 

0.275 

0.90 

1.351.802.232.70 

0.40 

28 

0.60 

0.901.20 

1.51 

1.80 

0.267 

0.87 

1.301.  74  2.  1612.60 

0.385 

29      I0.580.881.16!1.45 

1.76 

0.258 

0.83 

1.251.662.08 

2.50 

0.37 

30      10.550.8311.10:1.401.66 

0.25 

0.80 

1.201.60.2.00 

2.40 

0.36 

a  . 

DEPTH  14" 

TEICOESS 

DEPTH 

16" 

THICKNESS 

il 

Thickness  of  Plate. 

OF  WOOD. 

Thickness  of  Plate. 

OF  WOOD. 

CQ 

J4" 

fc" 

y*" 

%" 

%." 

1" 

y±" 

%" 

/6 

K. 

%" 

1" 

8 

4.086.12 

806 

10.21112.25 

1.837 

5.338.00 

10.66 

13.18 

1OO 

2~4 

9 

3.615.50 

7.229.20:11.00' 

1.625 

4.757.209.50 

11.90 

14.40 

2!  15 

10 

3.25 

4.90 

6.50, 

8.16 

9.80: 

1.47 

,4.266.40 

8.52 

10.55 

12.80 

.92 

11 

3.004.50 

6.007.509.00' 

1.325 

3.90!5.907.80|9.60 

11.80 

.75 

12 

2.724.085.446.808.16' 

1.225 

3.565.337.12 

8.7810.67 

.60 

13 

2.56'3.8ll5.12'fi.3n7  R9. 

1  125 

3.304.95 

R  fin 

R  mo  on 

•  .485 

14 

2.36 

3.5214.725,827.04 

1.05 

,3.  064.55  6!l2.7!54i9!lO 

15       2.20 

3.28 

4.40, 

5.40 

6.56 

0.98 

2.85,4.20 

5.70 

7.02 

8.58 

:  !29 

16      12.043.06'4;08!5.046.12 

0.94 

2.6714.005.346.598.00 

.20 

17      jl.90 

2.85 

3.80 

1.72 

5.70 

0.865 

2.51,3.75 

5.02 

6.20 

7.50 

.13 

13      !l.812.703.62 

LBo'a.ffl 

0.817 

2.39,3.554  785.89 

7  10 

1  065 

•  \i      il.  702.55  3.  404.  29  5.  10 

0.76 

2.  283.  37|4.  50^.  59'6.  74 

1.02    '. 

"-20       1.62 

2.45 

3.24 

1.08 

4.90        0.735 

2.133.20 

4.27 

5.27 

6.40 

0.96 

21       1.552.30 

3.  10  3;  89 

4.60 

0.695 

2.023.03 

4.045.02,6.06 

-    $.915- 

22       1.482.202.963.724.40 

-O.G6 

1.93.2.  94^.  86 

4.805..88 

.  :  t>.67  ': 

23       1.42  2.  102.  84  3.  58  4.20 

0.635 

1.852.78I3.70!4.585.56I 

0.825 

24       1.36 

2.04 

2.72; 

3.40 

4.08 

0.61 

1.782.66 

3.56J 

4.39 

5.33! 

0.795 

25       1.31 

1.97 

2.62; 

3.27 

3.94 

0.588 

1.692.55 

3.38 

4.20 

5.10, 

0.765 

26       1.271.902.543.153.80 

0.56 

1.62:2.  45l3.  24J4.03l4.90i 

0.735 

27       1.22 

1.83 

*J    AA 

3.03 

3.66 

0.545 

1.562.35 

3.  12' 

3.90, 

4.70 

0.70 

28       1.181.  762.  36 

2.933.52 

0.525"  ' 

1.51 

2.27 

3.02| 

3.  77  4.  541 

0.675 

29 

1.13 

1.70 

2.26 

2.81 

3.40 

0.505 

1.462.20 

3.64 

4.40 

0.655 

30 

1.08.1.632.16:2.723.26. 

0.49        1.422.13 

2.85\ 

3.52:4.26! 

0.64 

an 

DEARBORN  FOUNDRY  COMPANY. 


..WOODEN    BEAMS. 

Safe  Load,  Uniformly  Distributed,  for  Rectangular 
White  or  Yellow  Pine  Beams  one  inch  thick, 

allowing  1200  Ibs.  per  square  inch  fiber  strain. 

To  obtain  the  safe  load  for  any  thickness,  multiply  the  safe 
load  given  in  table,  by  the  thickness  of  beam. 

To  obtain  the  required  thickness  for  any  load,  divide  by  the 
safe  load  for  1  inch,  given  in  table. 


fe 

DEPTH  OF  BEAM. 

6" 

7" 

8" 

9" 

10" 

11" 

12" 

13" 

14" 

15" 

16" 

Feet. 

~Lbs7 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

5 

960 

1310 

1710 

2160 

2670 

3230 

3840 

4510 

5230 

6000 

6830, 

6 

800 

1090 

1420 

1800 

2220 

2690 

8200 

8760 

4360 

5000 

56£9 

7 

690 

930 

1220 

1540 

1900 

2300 

2740 

3220 

3730 

4290 

4880 

8 

600 

820 

1070 

1350 

1670 

2020 

2400 

2820 

3270 

3750 

4270 

9 

530 

730 

950 

1200 

1480 

1790 

2130 

2500 

2900 

3330 

3790 

10 

480 

650 

850 

1080 

1330 

1610 

1920 

2250 

2610 

3000 

3410 

11 

440 

590 

780 

980 

1210 

1470 

1750 

2050 

2380 

2730 

8100 

12 

400 

540 

710 

900 

1110 

1340 

1600 

1880 

2180 

2500 

2840 

13 

370 

500 

660 

830 

1030 

1240 

1480 

1730 

2010 

2310 

2630 

14 

340 

470 

610 

770 

950 

1150 

1370 

1610 

1870 

2140 

2440 

15 

320 

440 

570 

720 

890 

1080 

1280 

1500 

1740 

2000 

2280 

16 

300 

410 

530 

680 

830 

1010 

1200 

1410 

1630 

1880 

2130 

17 

280 

380 

500 

640 

780 

950 

1130 

1330 

1540 

1760 

2010 

18 

270 

360 

470 

600 

740 

900 

1070 

1250 

1450 

1670 

1900 

19 

250 

340 

450 

570 

700 

850 

1010 

1190 

1380 

1580 

1800 

20 

240 

330 

430 

540 

670 

810 

960 

1130 

1310 

1500 

1710 

21 

230 

310 

410 

510 

630 

770 

910 

1070 

1240 

1430 

1630 

22 

220 

800 

390 

490 

610 

730 

870 

1020 

1190 

1360 

1550 

23 

210 

280 

370 

470 

580 

700 

830 

980 

1140 

1300 

1480 

24 

200 

270 

360 

450 

560 

670 

800 

940 

1090 

1250 

1420 

25 

190 

260 

340 

430 

530 

650 

770 

900 

1050 

1200 

1370 

26 

180 

250 

330 

420 

510 

620 

740 

870 

1010 

1150 

1310 

27 

180 

240 

320 

400 

500 

600 

710 

830 

970 

1110 

1260 

28 

170 

230 

300 

390 

480 

580 

690 

800 

930 

1070 

1220 

29 

170 

230 

290 

370 

460 

560 

660 

780 

900 

1030 

1180 

£       o 


gg 
^ 


-  s 

II 

S* 
IB 


S! 

r 


Mr- 


r-        r-4        O 


a  g  8 


r-         r-         O 


r-»        iH        O 


co      co 


CO        CO        O 


•*  Tfl  O 


s  1 


I! 


113 


DEARBORN  FOUNDRY  COMPANY. 


NOTES  ON  GIRDERS  AND  FLOORS. 

In  using  beams  as  girders,  to  carry  the  front  walls  of  a 
building,  care  must  be  taken  that  the  piers  or  walls,  upon  which 
the  ends  of  girders  rest,  are  strong  enough  to  support  the  weight. 
The  pressure  on  a  brick  wall  should  not  exceed  eight  tons  per 
square  foot. 

Under  the  ends  of  girders  a  cast-iron  plate  should  be  used. 

Girders  can  be  formed  of  two  or  more  beams  bolted  together 
every  five  or  six  feet,  with  cast-iron  separators,  as  shown  in  Fig. 
No.  1  or  No.  2,  and  when  required  the  beams  can  be  made  into 
coupled  girders,  as  shown  in  Fig.  No.  3,  which  makes  each  beam 
1J4  times  as  strong  as  if  placed  side  by  side.  A  trebled  girder,  as 
shown  in  Fig.  No.  4,  makes  each  beam  1%  times  as  strong  as  if 
placed  side  by  side. 

In  requesting  estimates  upon  beam  girders  to  carry  the  front 
walls  of  buildings,  the  following  information  should  be  given: 

Distance  between  supports.  Height  and  thickness  of  wall 
above  girder.  Number  and  size  of  windows  in  wall  above 
girder,  and  if  the  floor  joists  or  floor  girders  rest  upon  the  wall 
over  beam  girder,  a  sketch  of  same  should  be  sent,  or  the  num- 
ber of  square  feet  of  floors  and  roof  carried  by  girder  should  be 
given,  and  the  use  to  which  building  is  to  be  put  should  be 
stated. 

Figures  No.  5  and  6  show  sections  of  riveted  girders  for  use 
where  the  loads  or  spans  are  too  great  to  admit  the  use  of 
rolled  beams. 


WEIGHT  OF  FLOORS  AND  THE  LOAD  UPON  SAME. 

The  dead  weight  of  a  fire-proof  floor  will  average  for  the 
arches,  concrete,  plastering  and  flooring,  701bs.  per  square  foot. 

The  live  weight,  equal  to  a  dense  crowd  of  people,  80  Ibs.  per 
square  foot,  or  a  total  for  an  office  building,  150  Ibs.  per  square 
foot. 

The  following1  loads  are  exclusive  of  weight  of  arches  and 
beams: 

Dense  crowd  of  people 80  Ibs.  per  square  ft. 

For  floors  of  houses 50 

Theatres  and  churches 80 

Ballrooms 90       " 

Warehouses 250       " 

Factories 200  to  450 

Snow  30  inches  deep 15       " 

Brick  walls 112  Ibs.  per  cubic   ft 

Stone,  Chicago  Limestone  dressed 160       " 

The  dead  weight  of  a  wooden  floor,  including  wood  joists : 
Double  flooring  and  plastering  will  average  25  Ibs.  per  square  ft. 

If  deafened 35 

Stud  partition  of  wood  plastered  each  side  20 

In  estimating  the  weight  of  a  flat  ceiling  and  roof  it  will  be 
safe  to  assume  the  following: 

Ceiling  of  wooden  construction 15  Ibs.  per  square  ft. 

Ceiling  of  iron  construction 25to65 

Roof  of  wooden  construction 45 

Roof  of  iron  construction C5  to  100 

The  weight  of  roof  includes  the  wind  pressure  and  snow. 

4®= A  full  assortment  of  Rolled  Iron  Beams  carried  in  stock. 
Prompt  delivery  guaranteed. 

114 


DEARBORN  FOUNDRY  COMPANY. 


GIRDERS. 


Fig.  No.  1. 


Fig.  No.  3. 


Fig.  No.  4.  Fig.  No.  5. 


Cast 
Fig.  No.  6.          Separator. 


Front  View  of  Girder,  for  Sections  see  Fig.  No.  1  and  No.  2. 


Front  Elevation  of  Riveted  Girders,  for  Sections  see  Fig. 
No.  6  and  No.  6. 


116 


DEARBORN  FOUNDRY  COMPANY. 


STEEL  BEAMS. 


The  following  tables  give  the  SAFE,  UNIFORMLY 
1>ISTRIBIJTEI>  STATIONARY  KO  \I>S  In  TONS 
of  «.OOO  LBS.,  for  the  various  spans  of  STEEL 
IIEAMH,  the  same  having  been  arranged  by  C.  L. 
8TROBEL,  C.  E.  For  convenience  in  using  the 
book,  all  tables  for  Steel  Beams,  as  well  as  the 
sections  of  Steel  Beams,  are  printed  in  red,  while 
the  tables  for  Iron  Beams  are  printed  in  black,  and 
the  Iron  sections  in  blue. 

The  deflective  limit  is  indicated  in  the  following 
tables  by  a  cross  line,  beyond  which  the  spans  and 
loads  must  not  be  used  for  Steel  Beams  intended  to 
carry  plastered  ceilings. 

We  wish  to  call  particular  attention  to  the  strik- 
ing advantage  which  may  often  be  gained  by  the  use 
of  STEEL  BEAMS  over  iron.  This  by  comparison 
will  be  found  to  amount  to  about  £O  per  cent,  saving 
in  favor  of  the  STEEL  BEAMS.  We  are  prepared 
to  furnish  the  Steel  at  the  same  price  as  the  Iron 
Beams. 


ESTIMATES    WILL   BE    <-I  V  K\ 
ON    APPLICATON. 


lift 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Steel  Sections. 


DEARBORN  FOUNDRY  COMPANY, 

Carnegie  Steel  Sections.         --— 2-625 


.4.50 


DEARBORN  FOUNDRY 

Carnegie  Steel  Sections. 


COMPANY, 


..4.35. 


..5.50 


2,  W 


leu 


119 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Steel  Sections. 


. ,2JJL5___. 


2S          Sri 


« 

e  u 


4.50 


Ml5 


120 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Steel  Sections. 


— 3713 
-3,625.. 


rag 


l- 


ft 


DEARBORN  FOUNDRY  COMPANY. 

SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 

CARNEGIE  STEEL  BEAMS. 

•     *.  *                                                            <_.:'• 

^     '&   IN    TONS    OF    2,000    tBS: 

Distance       20"  I          15"  I 

12"! 

10"! 

9"   I 

between 

Supports 

SO- 

64 

50        41 

40  ' 

f   32~ 

-33- 

aST 

27 

21 

in  feet. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs! 

Ibs. 

Ibs. 

12 

64.40 

50.93 

81.38 

25.15 

20.84 

16.44 

14.33 

10.99 

10.92 

8.83 

13 

59.45 

47.02 

28.97 

28.22 

19.24 

15.17 

13.23 

10.15 

10.08 

7.69 

14 

55.20 

43.66 

26.90 

21.56 

17.87 

14.09 

12.29 

9.42 

9.36 

7.14 

| 

15 

5-1.52 

40.75 

25.10 

20.12 

16.68 

13.15 

11.47 

8.79 

8.74 

6.66 

16 

48.80 

38.20 

23.53 

18.87 

15.63 

12.83 

10.75 

8.24 

8.19 

6.25 

17 

45.46 

35.95 

22.15 

17.76 

14.71 

11.60 

10.12 

7.74 

7.71 

5.88 

^'~: 

$£'.1)8 

9J&96 

20.92 

16.77 

13.94 

-10.96, 

.  9*.66 

<  7.33 

7.28 

5.55 

19 

40.67 

32.17 

19.82 

15.89 

18.17 

10.38 

9.05 

6.94 

6.90 

5.26 

_", 

38.64 

30..46 

18.83 

15,09 

12.51 

9.86 

8.60 

6.60 

6.56 

5.00 

9i  * 

36.80 

28.87 

17.93 

14.37 

11.91 

9.39 

8.19 

6.28 

6.24 

4.76 

i    O 

"" 

36.18 

27.78 

17.12 

13.72 

11.37 

8.97 

7.82 

6.00 

5.96 

4.54 

23 

83.60 

26.58 

16,37 

13.12 

10.88 

8.58 

"7.48 

5.74 

5.70 

4.35 

24 

32.20 

2$.47 

15.69 

12.58 

10.42 

8.22 

7.17 

5.50 

5.46 

4.17 

25 

30.91 

24.45 

15.06 

12.07 

10.01 

7.89 

6.88 

5.28 

5.24 

4.00 

26 

20.72 

28.51 

14.48 

11.61 

9.62 

7.59 

6.62 

5.07 

5.04 

3.84 

27 

3S..62 

22.64 

13.95 

11.18 

9.27 

7.31 

6.87 

4.S«> 

4.86 

3.70 

28 

27.60 
3«J* 

2JL83 

13.45 
12.98 

10.78 
10.41 

8.98 

• 

7.04 

#W 

,6.14 
5.98 

4.71     4.68 
4.52 

3.57 
3.45 

j      30 

25.76 

20.37  12.55 

10.06 

8.34 

6.58 

5.73 

4.40J  4.37 

3.33 

Safe  loads  given,  include  weight  of  beam.    Maximum  fibre  strain, 

16,000  Ibs,  per  square  inch. 

DEARBORN  FOUNDRY  COMPANY. 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 
CARNEGIE  STEEL  BEAMS. 

IN  TONS   OF  2,OOO    LBS. 


Distance 

between 
Supports 
in  feet. 

8" 

I 

7"  I 

6"! 

5"  I 

4"  I 

22 
Ibs. 

18- 

Ibs. 

20 
Ibs. 

15% 
Ibs" 

16 
Ibs. 

13 
Ibs. 

13 
Ibs. 

10 
Ibs. 

10 
Ibs. 

Ibs. 

...  .» 

19.16  15.40 

15.14 

11.76 

10.18 

8.35 

6.70    5.29 

4.12 

3.14 

i; 

15.97 

12.83 

12.68 

9.80 

8.48 

6.96 

5.58    4.41 

3.43 

2.62 

-   7    . 

13.69 

11.00 

10.81    S.40 

7,27 

5.96 

4.79    3.78 

2.94 

t.24 

8 
I) 

11.97 
10.64 

9.63 
8.56 

9.46 
8.41 

7.35 
6.53 

6.36 
5.66 

5.22 
4.64 

4.19 

3.31 

2.58 
3.29 

1.96 
1.74 

3.72 

2.94 

10           9.58 
11           8.71 

7.70 
7.00 

7.57 

6.88 

5.88 
5.35 

5.09 

4.18 

3.35 
3.05 

2.65 
2.40 

2.06 

1.87 

.  1.57 
1.43 

4.63 

3.80 

12        I   7.98 
13           7.37 

6.42 

— 

6.31 

4.90 

4.24 
3,98 

3.48 
3,21 

2.79 
2.58 

2.20 
2.03 

1.72 
1.58 

1.31 
1.21 

5.82 

4.52 

14 

6.84 

5.50 

5.41 

4.20 

3.64 

2.98 

2.39J   1.89 

1.47 

1.12 

15 

6.39 

5.13 

5.05 

3.92 

3.39 

2.78 

2.23 

1.76 

1.37 

1.05 

16 

5.99 

4.81 

4.73 

3.68 

3.18 

2.61 

2.09 

1.65 

1.29 

0.98 

17 

5.64 

4.53 

4.45 

3.46 

2.99 

2.46 

1.97    1.56 

1.21 

0.92 

18 
19 

5.32 
5.04 

4.28 
4.05 

4.21 
3.98 

3.27 
3.09 

2.83 
2.68 

2.32 
2.20 

1.86 

1.47 
1.39 

1.14 
1.08 

0.87 
0.83 

•20 

4.79 

3.85 

3.79 

2.94 

2.55 

2.09 

1.68    1.32 

1.03 

0.79 

21 

4.56 

3.67 

3.60 

2.80 

•2.4-2 

1.99 

l.«0 

1.26 

0.98 

0.75 

Safe  loads  given,  include  weight  of  beam.    Maximum  fibre  strain, 
16,000  Ibs.  per  square  inch. 

DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  HEEL  BEAMS  FtR  WfFORM 
LOAD  OF  IOO  IBS.  PER  SQUARE  FOOT. 


Proper  Distance  in  Feet,  Center  _  to  €enter  of  Beams. 

Distance 
between 
Supports 
in  feet. 

20"  X 

l&"  X 

IS"  X 

10"  X 

9"  X 

\    80 
|  Ibs. 

64 

Ibs, 

50 
Ibs. 

41 

ibs. 

40 
Ibs. 

32 
Ibs. 

S3 
Ibs. 

25  Vi 
Ibs. 

27 
Ibs. 

21 

Ibs. 

If 

107.3 

84.9 

52.3 

41.9 

34.7 

27.4 

23.9 

18.3 

18.2 

1».9 

13 

91.5 

72.3 

44.6 

35.7 

29.0 

23.3 

*0.4 

15.6 

15.5 

11.8 

u 

78.8 

62.4 

98.4 

30.8 

25.5 

20.1 

17.6 

13.5 

13.4 

10.2 

15 

(58.7 

54.3 

93.5 

26.8 

22.2 

17.5 

15.3 

11.7 

11.7 

8.9 

16 
17 

60.4 
53.5 

47.7 
42.3 

29.4 
26.1 

29.6 
20.9 

19.5 
17.3 

15.4 
13.7 

13.4 

10.8 

10.2 
9.1 

7.8 
6.9 

11.9 

9.1 

18 

41.7 

37.7 

29.8 

18.6 

15.4 

12.2 

10.6 

8.1 

8.1 

6.2 

19 

47.8 

33.9 

20.9 

16.7 

18.9 

10.9 

9.5 

7.3 

7.3 

5.5 

20 
21 

98.6 
35.0 

30.6 
27.7 

18.8 
17.1 

15.1 
18.7 

12.5 

9.9 

8.6 

7.8 

6.6 
6.0 

6.6 
6.0 

5.0 
4.5 

11.8 

8.» 

22 

91.9 

25.3 

15.0 

12.5 

16.8 

8.2 

7.1 

5.5 

5.4 

4.1 

33 

29.2 

2S.1 

14.2 

11.4 

M 

7.5 

6.5 

5.6 

5.0 

3.8 

94 

20.8 

21.2 

13.1 

10.5 

8.7 

6.9 

6.0 

4.0 

4.6 

3.5 

25 

26 

24.7 
22.9 

19.0 
18.1 

12.1 

9.7 

8.0 
7.4 

6.8 

5.8 

6.5 
5.1 

4.2 
3.9 

4.2 
3.9 

3.2 
3.0 

11.1 

8.9 

27 

21.2 

1«.8 

10,3 

8.3 

0.9 

5.* 

4.7 

8.0 

3,6 

2.7 

28 

19.7 

15.6 

9.0 

7.7 

6.4 

5.0 

4.4 

9.4 

3.3 

2.6 

29 

18.4 

14.5 

9.0 

7.2 

5.9 

4.7 

4.1 

8.1 

3.1 

2.4 

30 

17.2 

13.6 

8.4 

6.7 

5.6 

4.4 

3.8 

2.9 

2.9 

2.2 

For  load  of  200  Ibs.  per  square  foot,  divide  the  spacing-  given  br  (2). 
Maximum  fibre  strain,  16,000  Ibs.  per  square  inch. 

•               .  •   -  .     .       -  -  ,  -                                         -        .  j 

* 

«f ACtffi  Of  CA*f!€tl€  tT«L  HAMS  Fit 
LOAB  OF  100  Lt$.  Kfi  SQiJARC  FOOT 


Proper  Distance  in  Feet,  €euter  to  Center  of  Bttuoe. 

1  Distance 
1  tjetween 
I   Support* 
in  feet. 

8"! 

7"  I 

0"Z 

»"T 

*'  I 

22 

UM. 

18 
Ibs, 

20 
Ibs. 

K^ 

Ibs. 

16 

Jba. 

13 
Ibs. 

13 
Ibs, 

10 
Ibfi. 

id 

.Ibs, 

7*» 

Ibe. 

i 

7t>.« 

61.6 

60.6 

47.0 

40.7 

*«.4 

26.8 

«1,2 

16.5 

12.6 

• 

53.2 

42.8 

42.1 

84.7 

28.8 

$3.2 

18.6 

14.7 

11.4 

8.7 

: 

M.I 

ey.y 

28.7 

81.4 
84.1 
19.0 

S0.9 
23.7 

18.7 

24.0 
1«.4 
14.5 

20.8 
15.9 
12.6 

17.9 

13,0 
10.8 

13.7 
10.5 

10.8 
8.8 

8.4 

6.4 

6.4 
5.1 

4.9 
3.9 

8.3 

6.5 

It 

11 

1M.-J 
15.8 

13,4 
12.7 

13.1 
1S.5 

11.8 
9.9 

14K£ 

8.4 

6.7 
5.5 

5.8 
4.4 

4.1 
3.4 

3.1 
2.6 

fttf 

(>.» 

12 
13 
14 

11.8 

W.7 
«.l 

10.5 

8.2 

7.1 

6M 
5.2 

5.8 
4.9 
4.3 

4.7 
4.0 
3.4 

3.7 
3.1 
2.7 

2.9 
2.4 
2.1 

2.2 
1.9 
1.6 

•JB 

7.7 

7.0 
6.0 

9.8 

7.9 

13 

«.S 

«.« 

«J.7 

6.2 

4« 

3.7 

8.0 

2.4 

1.8 

1.4 

16 
17 

I* 

44 

«^0 
5.« 

5.9 
5.2 

4J6 
4.1 

4JO 

•Ji 

8.8 
£4 

2.6 

«j§ 

2.1 
1.8 

1.6 
..4 

1.2 
1.1 

IS 

tJ8 

4^6 

4.7 

8^6 

«.l 

2.6 

&* 

1.6 

1.3 

1.0 

19 

£4 

4.:; 

4A 

ft* 

•« 

2JS 

1.9 

1.5 

1.1 

; 

20 
21 
22 

«« 
44 
44) 

«.* 
*J> 
8.2 

*.« 
«^ 

M 

2.0 
2.7 
2.4 

•tf 
2.8 
«.l 

2.1 
1.9 
1.7 

4^ 
1-B 
1.4 

1.3 
1.2 
1.1 

1.0 

.... 

j  For  load  of  200  Ibe.  per  square  foot,  divide  the  spacing-  given  by  (2). 
Maximum  ibre  strain,  16,4)00  )bs.  per  square  inab. 

^^                                                         i  j  - 

. 


DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  STEEL  BEAMS  FOR  UNIFORM 
LOAD  OF  125  LBS.  PER  SQUARE  fOOT. 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

Distance 
between 
Supports 
in  feet. 

20"! 

15"  I 

12 

40 
Ibs. 

'  I 

32 
Ibs. 

1O"  I 

9"  I 

80 
Ibs. 

64 
Ibs. 

50 
Ibs. 

41 
Ibs. 

33 
Ibs. 

26* 

Ibs. 

27 
Ibs. 

21 

Ibs. 

12 

85.9 

67.9 

41.8 

33.5 

27.8 

21.9 

19.1 

14.6 

14.6 

11.1 

13 

73.2 

57.8 

35.6 

28.6 

23.7 

18,6 

16.3 

12.5 

12.4 

9.5 

14 

63.1 

49.9 

30.7 

24.6 

20.4 

16.1 

14.0 

10.8 

10.7 

8.2 

15           55.0 

43.5 

26.8 

21.4 

17.8 

14.0 

12.2 

9.4 

9.3 

7.1 

16           48.3 

38.2 

23.5 

18.8 

15.6 

12.8 

10.8 

MMM 

8.2!     8.2 

«••»! 

6.2 

17        |  42.8 

33.8 

20.9 

16.7 

13.8 

10.9 

9.5 

7.3 

7.3 

5.5 

IS          :J8.-2 

30,2 

18.6 

14.9 

12:4 

9.8 

8.5 

6.5 

6.5 

4.9 

19 

34.2 

27.1 

16.7 

18.4 

lid 

8.7 

7.6 

5.8 

5.8 

4.4 

20 
21 

30.9 
28.0 

24.4 
22.2 

15.1 
18.7 

12.1 
10.9 

10.0 

7.9 

6.9 
6.2 

5.8 

4.8 

5.2 

4.8 

4.0 
3.6 

9JL 

7.2 

»>•> 

25.5 

20.2 

12.5 

10.0 

8.8 

6.6 

5.7 

4.4 

4.3 

8.3 

28 

23.4 

18.5    11.4 

9.1 

7.6 

6.0 

6.1! 

4.0 

4.0 

3.0* 

24 

21.4 

17.0    10.6 

.8.4 

7.0 

5.5 

4.8 

3.7 

3.6 

2.8 

25 

19.8 

15.6J     9.6 

|_  

7.7 

6.4 

5.0 

4.4 

3.4 

8.4 

2.6 

26 

18.8 

14.5 

8.9 

7.1 

.5.9 

4.7 

4.1 

8.1 

3.1 

2.4 

27 

17.0 

18.4 

8.3 

6.6 

6.5 

4.8 

84 

2.9 

2.9 

2.2 

28 

15.8 

12.6 

7.7 

6.2 

6.1 

4.0 

8.5 

2.7 

2.7 

2.0 

29 

14.7 

11.6 

7.2 

5.7 

4.8 

3.8 

3.8 

2.5 

2.5 

1.9 

30 

13.7 

10.9 

6.7 

5.4 

4.5 

8.6 

• 

2.3 

2.8 

1.8 

For  load  of  260  IDS.  per  square  foot,  divide  the  spacing  given  by  (2). 
Maximum  fibre  strain,  16,000  Ibs.  per  square  inch. 

DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  STEEL  BEAMS  FOR  UNIFORM 
LOAff  OF  125  IBS,  PER  SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 


Distance 
between 
Supports 
in  feet. 

8"  I 

7"  I            6"  I            5"  I 

4' 

10 
Ibs. 

I 

IK 
Ibs. 

22         18 
Ibs.     Ibs. 

20 
Ibs. 

SS 

37.6 

16 
Ibs. 

13 
Ibs. 

13 
Ibs. 

10 
Ibs. 

:,           61.3 

49.3 

48.5 

32.6 

26.7 

21.4 

16.9 

13.2 

10.0 

6           42.6 

34.2 

33.6 

26.1 

22.6 

18.6 

14.9 

11.8 

9.2 

7.0 

-•   ?«•'.•=  I  81.3 
8           38.9 
9        ;   19.0 

25.1 
19.2 
15.2 

24.7 
18.9 
15.0 

19.2 
14.7 
11.6 

16.6 
12.7 
10.1 

18.6 
10.4 

8.2 

10.9 

8.4 

"f 

8.6 
6.6 

6.7 

5.1 

" 

4.1 

8.9 
3.1 

10 
11 

15.3 
12.7 

12.3 
10.2 

12.1 

10.0 

9.4 

7.8 

8.1 
6.7 

6.7 

— 

M 

4.4 

4.2 
3.5 

3.3 
2.7 

2.5 
2.1 

19 
IS 

10.6 
9.1 

8.C 
7.2 

8.4 

6.6 

5.7 

4.8 

4.6 
4.0 

3.7 

8.2 

2.9 
2.5 

2.3 

2.0 

1.8 
1.5 

7.2 

5.6 

14 

7.8 

6.3 

6.2 

4.8 

4.2 

3.4 

2.7 

2.2 

1.7 

1.3 

15 
16 

6.8 
6.0 

,6 

4.8 

M 

4.7 

4.2 
8.7 

3.6 
3.2 

3.0 
2.6 

2.4 
2.1 

1.9 
1.7 

1.5 
1.3 

1.1 
1.0 

17 

5.3 

4.3 

4.2 

3.8 

2.8 

2.8 

1.9 

1.5 

1.1 



18 

4.7 

3.8 

3.8 

2.9 

2.5 

2.1 

1.7 

1.3 

1.0 

....... 

19 
*0 
21 
22 

4,2 
3.8 
8.6 
8.2 

3.4 

3.1 

2.8 
2.6 

3.4 
3.0 
2.7 
2.5 

2.6 
2.4 
2.2 
1.9 

2.2 
2.0 
1.8 
1.7 

1.8 
1.7 
1.5 
1.4 

1.5 
1.8 
1.2 
1.1 

1.2 
1.1 
1.0 





For  load  of  260  Ibs.  per  square  foot,  divide  the  spacing  given  by  (2). 
Maximum  fibre  strain,  16,000  Ibs.  per  square  inch. 

- 


QCAftMftN  f«M»«Y  MMf ANY. 

SPACING  OF  CARNEGIE  STEEL  BEAMS  FOR  UNIFORM 
LOAD  OF  160  LiS.  JER  SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 


Distance 
between 
Supports 

20"  I 

15"  I 

12"  I         10"  I 

0"  X 

60 

Ibs. 

64 
Ibs. 

60 
Ibs. 

41 

Ibs. 

40 
Ibs. 

82 

Ibs. 

33 
Ibs. 

S 

27 
Ibs. 

& 

1* 

71.6 

W.6 

34.9 

27.9 

28.2 

18.3 

15.9 

12.2 

12.1 

9.8 

U 

61.0 

48.2 

29.7 

23.8 

19.7 

15.6 

J3.6 

10.4 

10.8 

7.9 

14 

52.6 

41.6 

25.6 

20.5 

17.0 

18.4 

11.7 

9.0 

8.9 

6.8 

15 

45.6 

86.2 

22.8 

17.9 

14.8 

11.7 

10.2 

SJB 

7.8 

5.9 

16 
17 

4«.S 
95.7 

81.8 

28.2 

19.6 
17.4 

16.7 
13.9 

13.0 
11.5 

10.S 
9.1 

9.0 

6.9 

6.8 
6.0 

•••••• 

5.2 
f 

4.6 

7.9 

6.1 

IS 

81.8 

26.1 

15.5 

12.4 

Ltt.8 

6.1 

7.1 

5.4 

5.4 

4.1 

19 

28.5 

22.6 

18.9 

11.1 

*J 

7.8 

6.4 

44) 

4.8 

8.7 

20 
21 

25.8 
28.4 

20.4 
16.5 

12.6 
11.4 

14)4 
9.1 

«.8 

6.6 

&.S 

5.2 

4.4 
4.0 

4.4 
4.0 

8.3 
8.0 

14 

«.o 

22 

21.3 

16.8 

10.4 

8.3 

6.9 

5.5 

4.7 

3.7 

8.6 

2.7 

23 

J9.5 

15.4 

*.5 

f.3 

iM 

o.O 

4.8 

8.8 

8.3 

2.5 

24 

17.9 

14.1 

M 

7w« 

M 

4.6 

4.0 

8.1 

3.0 

2.3 

25 
26 

lti.5 
16.8 

18.0 
12.1 

M 

6.4 

£4 

A* 

4.2 
8.9 

8.7 

8.4 

2.8 
2.6 

2.8 
2.6 

2.1 

*.o 

7.4 

6.9 

27 

14.1 

H.2 

«.* 

&A 

*J 

*A 

3.1 

ii-4 

2.4 

1.8 

28 

18.1 

1«.4 

6.4 

5.1 

M 

8.4 

2.9 

2.2 

2.2 

1.7 

29 

14.8 

•.7 

6.0 

4.8 

MUt 

a.i 

£J 

£.1 

2.1 

1.6 

30 

11.4 

8.1 

5.6 

4.5 

M 

«4 

2,5 

2.0 

1.9 

1.5 

For  load  of  300  Ite.  per  fiquace  foot,  divide  the  spacing  give*,  by  (2;. 
Maximum  flbBB*t*ain,  16,000  las.  per  square  ineb. 

*                                                                                                                    J 

:• 


*•                                                                                                                   bT 

DEARBORN  FOUNDRY  COMPANY. 

SPACING  OF  CARNEGIE  STEEL  BEAMS  FOR  UNIFORM 

LOAD  OF  150 

Proper  Distance  iu 

LBS.  PER  SQUARE  FOOT. 

Feet,  Center  to  Center  of  Beams. 

Distance 
between 
Supports 
in  feet. 

8"  I           7" 

Z            6"  Z            5"  Z            4" 

Z 

22  ;  is 

Ibs.  ;  Ibs. 

20 
Ibs. 

15^ 

Ibs. 

16 
'Ibs. 

13 

Ibs. 

13 
Ibs. 

10 
Ibs. 

10 
Ibs. 

7& 
Ibs. 

5 

51.1 

41.1 

40.4 

31.4 

27.1 

22.3 

17.9,   14.1 

11.0 

8.4 

6 

85.5 

28.5 

28.0 

21.8 

18.9 

15.5 

12.4 

9.8 

7.6 

5.8 

9 

26.1 
20.0 
15.8 

21.0 
16.0 
12.7 

20.6    16.0 
16.8|   12.3 
12.5      9.7 

13.9 
10.6 

8.4 

11.4 

8.7 
6.9 

9.1 
7.0 

7.2 
5.5 

5.6 

4.3 

4.3 
3.4 

3.3 

2.6 

• 

5.5 

4.4 

10 

12.8 

10.3 

iO.l 

7.8J      6.8|      5.6       4.5 

3.5 

2.8 

2.1 

11 

10.6 

8.5       8.3 

6.5;     JUT      4.6 

3.7 

2.9 

2.3 

1.7 

12 

8.9 

7.1:      7.0 

5.5      4.7 

3.9 

3.1 

2.4 

1.0 

1.5 

13 

7.6      6.1J     <U) 

4.6  |     4.0 

3.8 

2.6 

2.1 

1.6 

1.2 

14 

6.5 

5.2 

5.2 

4.0       3.5 

2.8      2.3 

1.8 

1.4 

1.1 

15 

5.7       4.6       4.o 

3.5 

3.0      2.5      2.0 

1.6 

1.2 

0.9 

16 
17 
IS 

19 
20 
21 

22 

5.0 
4.4 
3.9 

3.5 
3.2 
2.9 
•2.7 

4.0 
3.6 
3.2 

2.8 
2.6 
2.8 
2.1 

3.9 
3.5 

3.1 
2.7 

2.7 
2.8 

2.2 
1.9 

1.7 
1.5 

1.4 
1.2 

1.1 
1.0 



2.8 

u 
™ 

2.1 

*.*. 
... 

1.8 

1.6 

1.9 
1.7 
1.5 
1.4 

1.5 
1.4 
1.8 
1.1 

1.2 
1.1 
1.0 

1.0 

For  load  of  300  Ibs.  per  square  foot,  divide  the  spacing  given  by  (2). 
Maximum  fibre  strain,  16,000  Ibs.  per  square  inch. 

• 


" 


DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  STEEL  BEAMS  FOR  UNIFORM 
LOAD  OF  176  LBS.  PER  SQUARE  FOOT, 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 


Distance 
between 
Supports 
in  feet. 

20"  I 

15"! 

12"! 

10"! 

9"  I 

80 
Ibs. 

64 
Ibs. 

50 
Ibs. 

41 

Ibs. 

40 
Ibs. 

32 
Ibs. 

33 
Ibs. 

Ibs! 

27 
Ibs. 

21 

Ibs. 

12 

61.3 

48.5 

29.9 

23.9 

19.8 

15.7 

13.7 

10.5 

10.4 

7.9 

13 

52.3 

41.3 

25.5 

20.4 

16.9 

18.3 

11.6 

8.9 

8.9 

6.8 

14 

45.0 

35.6 

22.0 

17.6 

14.6 

11.5 

10.0 

7.7 

7.6 

6.8 

15 

39.8 

31.0 

19.1 

15.8 

12.7 

10.0 

8.7 

6.7 

6.7 

5.1 

Itt 

34.5 

27.8 

16.8 

18.5 

11.2 

8.8 

7.7 

— 

5.9 

—  — 

5.9 

4.5 

17 

30.6 

24.2 

14.9 

11.9 

9.9 

7.8 

it 

5.2 

M 

3.9 

18 
19 

27.8 
24.5 

21.6 
19.3 

13.8 
11.9 

10.6 
9.5 

8.8 
7.9 

7.0j      6.1 
6.2J     6.4 

4.7 
4.2 

4.6 
4.1 

8.5 
3.2 

20 
21 

22.1 
20.0 

17.5 
15.8 

10.8 
9.8 

8.6 

7.8 

7.1 

5.6 

4.9 
4.5 

3.8 
3.4 

3.7 
3.4 

2.9 
2.6 

6.5 

5.1 

as        18.2 

14.4 

8.9 

7.1 

5.9 

4.7 

4.1 

3.1 

3.1 

2.3 

28        |   16.7 

18.2 

8.2 

6.5 

5.4 

:. 

8.7 

2.9 

2.8 

2.2 

24           15.8 

12.1 

7.5 

6.0 

5.0 

8.9 

8.4 

2.6 

2.6 

2.0 

25            14.1 

11.2 

6.9 

5.5 

4.6 

3.6 

8.1 

2.4 

2.4 

1.8 

2(i        ;    18.1 

10.8 

6.4 

5.1 

4.2 

3.8 

2.9 

2.2 

3.2 

1.7 

27 

12.1 

9.6 

5.9 

4.7 

8.9 

8.1 

2.7 

2.1 

2.1 

1.6 

28 

11.8 

8.9 

6.5 

4.4 

8.6 

2.9 

2.5 

1.9 

1.9 

1.5 

29 

10.5 

8.8 

6.1 

4.1 

3.4 

1.1 

2.8 

1.8 

1.8 

1.4 

80        :      9.8 

7.8 

4.8*     8.8 

8.2 

2.5 

•2.2 

1.7       1.7 

1.3 

For  load  of  350  Ibs.  per  square  foot,  divide  tbe  spacing  sriven  by  (2). 
Maxim-urn  fibre  strain,  16,000  Ibs.  per  square  inch. 

DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  STEEL  BEAMS  FOR  UNIFORM 
LOAD  OF  175  LBS.  PER  SQUARE  FOOT. 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

Distance 
between 
Supports 
in  feet. 

8"  I           7"  I           6"  I            5"  I           4"  I 

22 
Ibs. 

18 
Ibs. 

20       15]4 
Ibs.     Ibs. 

1C 
Ibs. 

13 
Ibs. 

13 
Ibs. 

10 
IbB. 

10 
Ibs. 

754 

Ibs. 

5 

43.8 

85.2 

34.6 

26.9 

23.3 

19.1 

15.3 

12.1 

9.4 

7.2 

6 

30.4 

24.4 

24.0    18.7 

16.2 

13.3 

10.6 

8.4 

6.5 

5.0 

7 

22.3 

18.0 

17.7    13.7 

11.9 

9.7 

7.8 

6.2 

4.8 

3.7 

8 
i) 

17.1 
13.5 

18.7 
10.9 

13.5 
10.7 

10.5 

8.1 

9.1 
7.2 

7.5 
5.9 

6.0 

4.7 

3.7 
2.9 

2,8 
2.2 

4.7 

3.7 

10 
11 
1- 
18 

10.9 
9.0 
7.6 
6.5 

8.8 
7.3 
6.1 
5.2 

8.7 
7.1 
6.0 

6.7 
5.6 

5.8 

4.8 

3.8 
3.2 
**  7 

3.0 
2.5 
2.1 

2.4 
1.9 
1.6 

1.8 
1.5 
1.3 

4.8 
4.1 

3.9 
3.3 

5.1 

4.0 

3.4 

2.8 

2.3 

1.8 

1.4 

1.1 

14 

5.6 

4.5 

4.4 

3.4 

3.0 

2.4 

2.0 

1.5 

1.2 

0.9 

15 
16 

17 

IS 

If 

•20 
21 
22 

4.9 
4.3 

3.8 
3.4 

3.0 
2.7 
2.5 
2.3 

3.9 
3.4 
3.0 
2.7 

2.4 
2.2 
2.0 
1.8 

3.8 
3.4 
3.0 
2.7 

2.4 
2.2 
2.0 
1.8 

3.0 
2.6 
2.3 
2.1 

1.9 
1.7 
1.5 
1.4 

2.6 
2.3 
2.0 

1.8 

1.6 
1.5 
1.3 
1.2 

2.1 
1.9 
1.7 
1.5 

1.3 
1.2 
1.1 
1.0 

1.7 
1.5 
1.3 
1.2 

1.1 
1.0 

1.3 
1.2 
1.0 

1.0 





• 

For  load  of  350  Ibs.  per  square  foot,  divide  the  spacing  griven  by  (2). 
Maximum  fibre  strain,  16,000  Ibs.  per  square  inch. 

u 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


132 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


-2V- 


:NO.S 

to  GOlbs. 


1%  to  45  Ibs. 


01 


133 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


1-6 '0  01  91 '0 


134 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

^ 


No.13 

7to91bB, 


JKr* 


I! 


.-.8- 


Wo.12 

8  to  10  Ibs. 


..X 


135 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


^_—  -^ 

1 

No.25 

3 
& 

40  to  60  ll>s.     w 

3 

0 

^  1" 

ao 


a. 


No.27 


i  2' 


136 


K >-«. ; 

!  ,v AH. J 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


No.28 

80  to  50  Ibs. 


* 


No.29 

16  Ibs. 


No.30 

17)6  to  30  Ibs. 


PW. 
Uc 


J 

^/yi 


ssfo<nsos'o 


-TOT' 


137 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


*?^ 

£2 

raroo*  965-0 


fl\ 


3 

an 

i  ! 


|2 


H 


2» 

l| 


si 

-1 


esrli^goE^o" 


"8" 


s>'? 


^O.« 


.1  ' 

"j*1 


JUi.^., 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


a. 


^PPSaA    LL 

iff    I  \lc 


OF* 


DEARBORN  FOUNDRY  COMPANY, 

Carnegie  Iron  Sections. 


ANCLES  WITH  EQUAL  LEGS. 


No.50 

9.5  to  19.5  Ibs.     , 


140 


No.65 

13.9  to  26.4  Ibs 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 
ANGLES  WITH  UNEQUAL  LEGS 


141 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


No.  80 

19.2  to  39.2  Ibs. 


SQUARE  ROOT 
ANCLES . 


No.  86 

No.  8  9  5.4to9.81bB, 

2.7  to  4.2  Ibs. 


?•'       No.98  s 

0.8tol.21bs.^ 


N  No. 94    *2&±s* 

Vv  o.gibs.v-v**^^ 

(New) 


143 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


No.95 

10.2  to  12.2  Ibs.  / 

/A 


COVER  ANCLES. 


OBTUSE  ANGLE 


No.9S 


No.  100 

10  Ibs. 


STAR  IRON 


No.101 


No.105 

2.3  Ibe. 


143 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 
T  IRON 


144 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


10 


145 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


No.  145 

13.8  Ibs. 


If  o.l  49 

11 K  Ibs. 


No.148 


lfo.150 


Xo.lol 

12  X  Ibs. 


*it          An 


No.152 

11V  Ibs. 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


No.158 

10  tf  Ibs. 


r>  ' 

_-_3___    .__,! 


No.  154 

7.6  Ibs. 


>  o.l  55 


No.158 

ribs. 


4% 


< a«_ 


No.  160 

6^  Ibs.    •!* 


147 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 


No.163 

5.4  Ibs. 


/It 

Ifo.l?8  I]  \x 

2.9  Ibs.     U  if 
56 


IV o.l 74  p|j< 
1.7  Ibs. 


3  Ibs. 


,..-, 
-->-«•»•» 
No.179        ifj^r 
1.25  Ibs. 

t  y* 


1.9  Ibs.    i 


No.  175-^!^ 
1.911)8. 


_JJt_, 


No,  1^ 

1.1  Ibs. 


X33 

No.irs^ 

0.75  Ibs. 


148 


DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 
ADDITIONAL  SHAPES, 


j     * SJH „' 


No.88« 

16to301bs.  t, 
(New) 


No.86«         ^  UXo.iaUteowrf 
3^  to  14  Ibs. 
(New] 


, — jH._^ 


DEARBORN  FOUNDRY  COMPANY. 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 
CARNEGIE  IRON  BEAMS. 


IN   TONS  OF  2,000   LBS. 

Distance  between 
Suppoiti  in  feet. 

15"X 

12"! 

10K"  I 

10"  I 

9"  I 

80 
Ibs. 

60 
Ibs. 

50 
Ibs. 

Ibs? 

Ibs. 

40 
Ibs. 

31)6 
Ibs. 

36 
Ibs. 

30 
Ibs. 

45 
Ibs. 

Ibs! 

28)623)6 
lbs.lbs. 

12 
33 
14 
15 

10 

36.17 
33.39 
31.00 
28.93 
27.13 

27.80 
25.66 
23.83 
22.25 
20.85 

23.23 
21.45 
19.91 
18.59 
17.43 

19.37 
17.88 
16.60 
15.49 
14.52 

15.27 
14.09 
13.09 
12.21 
11.45 

12.80 
11.81 
10.97 
10.24 

9.60 

10.47 
9.66 
8.97 
8.37 

11.37 
10.50 

9.75 
9.10 

8.53 

9.72 
8.97 

8.  as 

7.78 
7.29 

12.85 
11.86 
11.01 
10.28 
9.64 

11.12 
10.26 
9.53 
8.90 
8.34 

8.16 

-.., 
,. 

6.53 
6.13 

6.83 
6.31 
5.86 
5.47 
5.13 

17 

25.53 

19.63 

16.40 

13.67 

10.78 

9.04 

7.39 

8.03 

6.86 

9.07 

7.85 

5.77 

4.82 

18 
19 

24.11 

22.84 

18.53 
17.56 

15.49 
14.67 

12.91 
12.23 

10.18 
9.64 

8.53 
8.08 

6.98 
6.61 

7.58 
7.18 

6.48 
6.14 

8.57 

7.41 

5.44 

4.56 

8.12 

7.02 

5.16 

4.32 

20 

21.70 

16.68 

13.94 

11.62 

9.16 

7.68 

6.28 

6.83 

5.83 

7.71 

6.67 

4.90 

4.10 

21 
22 

20.67 
19.73 

15.89 
15.17 

13.28 
12.67 

11.07 
10.56 

8.72 
8.33 

7.31 

5.98 

6.50 
6.20 

5.56 
5.30 

7.34 
7.01 

6.36 
6.07 

4.67 
4.45 

3.90 
3.73 

6.98 

5.71 

23 

18.'87 

14.51 

12.12 

10.10 

7.97 

6.68 

5.46 

5.93 

5.07 

6.70 

5.80 

4.26 

3.57 

24 

18.08 

13.90 

11.62 

9.68 

7.63 

6.40 

5.23 

5.69 

4.86 

6.42 

5.56 

4.083.42 

1 

25 
26 

17.36 
16.69 

13.34 

12.83 

11.15 

10.72 

9.30 
8.94 

7.33 
7.05 

6.14 
5.91 

5.02 
4.83 

5.46 
5.25 

4.67 
4.49 

6.17 
5.93 

5.33 
5.13 

3.92,3.28 
3.773.15 

27 

16.07 

12.35 

10.33 

£.61 

6.79 

5.69 

4.65 

5.06 

4.32 

5.71 

4.94 

3.633.04 

28 

15.50 

11.91 

9.96 

8.30 

6.54 

5.49 

4.49 

4.88 

4.17 

5.51 

4.77 

3.502.93 

29 

14.96 

11.50 

9.61 

8.01 

6.32 

5.30 

4.33 

4.71 

4.02 

5.32 

4.60 

3.38,2.83 

30 

14.47 

11.12 

9.29 

7.75 

6.11 

5.12 

4.19 

4.55 

3.89 

5.14 

4.45 

3.272.73 

Safe  loads  given,  include  weight  of  beam.    Maximum  fibre  strain, 
12,000  Ibs.  per  square  inch. 

j                                                                                                                                                                                                                                                   k 

150 


DEARBORN   FOUNDRY  COMPANY. 


SAFE  LOADS  UNIFORMLY  DISTRIBUTED  FOR 
CARNEGIE  IRON  BEAMS. 


IN   TONS  OF  2,000   LBS. 

If 

8"  I 

7"  I 

6"! 

5"  I 

4" 

3"! 

35 
Ibs. 

27 
Ibs. 

S 

22 
Ibs. 

18 
Ibs. 

16 

Ibs. 

as 

12 
Ibs. 

10 
Ibs. 

7 
Ibs. 

9 
Ibs. 

fit 

5 

22.40 

16.51 

13.23 

11.85 

10.11 

7.74 

6.51 

4.60 

4.00 

2.28 

1.89 

1.34 

6 

7 
8 

18.67 
16.00 
14.00 

13.76 
11.79 
10.32 

11.03 
9.45 
8.27 

9.88 
8.47 
7.41 

8.43 
7.22 
6.52 

6.45 
5.53 
4.84 

5.43 
4.65 
4.07 

3.833.33 

3.292.86 
2.88'2.50 

1.90 
1.63 
1.43 

1.58 

1.12 

1.35 

1.18 

0.96 
0.84 

9 

12.44 

9.17 

7.35 

6.58 

5.62 

4.30 

3.62 

2.56 

2.22 

~ 

1.05 

0.74 

10 

11.20 

8.26 

6.62 

5.93 

5.06 

3.87 

3.26 

2.30 

2.00 

1.14 

0.95 

0.67 

11 

10.18 

7.50 

6.01 

5.39 

4.60 

3.52 

2.96 

2.09 

~ 

1.04 

0.86 

0.61 

12 
13 

9.33 
8.62 

6.88 
6.35 

5.51 
5.09 

4.94 
4.56 

4.21 
3.89 

3.22 

2.71 

1.92 
1.77 

1.67 
1.54 

0.95 
0.88 

0.79 
0.73 

0.56 
0.52 

2.98 

2.50 

14 
15 

8.00 
7.47 

5.90 
5.50 

4.73 
4.41 

4.23 

3.61 

2.76 
2.58 

2.33 
2.17 

1.64 
1.53 

1.43 
1.33 

0.76 

0.68 
0.63 

0.48 
0.45 

3.95 

3.37 

16 
17 

7.00 

5.16 

4.13 

3.70 
3.49 

3.16 

2.97 

2.42 

2.28 

2.03 
1.91 

1.44 
1.35 

1.250.71 
1.180.67 

0.59 
0.56 

0.42 
0.39 

6.59 

4.86 

3.89 

18 
19 

6.22 
5.90 

4.59 
4.34 

3.68 
3.48 

3.29 
3.12 

2.81 
2.66 

2.15 
2.04 

1.81 
1.71 

1.281.11 
1.211.05 

0.03 
0.60 

0.53 
0.50 

0.37 
0.35 

20 

5.60 

4.13 

3.31 

2.96 

2.53 

1.94 

1.63 

1.151.00 

0.57 

0.47 

0.34 

21 

5.33 

3.93 

3.15 

2.82 

2.41 

1.84 

1.55 

1.10 

0.95 

0.54 

0.45 

0.32 

Safe  loads  given,  include  weight  of  bean.    Maximum  fibre  strain, 
12,000  Ibs.  per  square  inch. 

r.i 


.DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 
LOAD  OF  100  IBS.  PER  SQUARE  FOOT, 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

1 

15"! 

12"! 

1054"! 

10"! 

9"! 

80 
Ibs. 

60 
Ibs. 

50 
Ibs. 

SS* 

Ibs. 

42 

Ibs. 

40 
Ibs. 

iO 

31  J6 
Ibs 

17~4 

36 
Ibs 

30 

Ibs. 

45 

Ibs 

38y2 

Ibs 
isTs 

28  J£ 
Ibs 

23)2 
Ibs. 

11.4 

12 

60.3 

46.3 

38.7 

32.3 

25.4 

19.0 

16.2 

21.4 

13.6 

13 

51.4 

39.5 

33.0 

27.6 

21.7 

18.2 

14.9 

16.2 

13.9 

18.2 

15.8 

11.6 

9.7 

14 

44.3 

34.0 

28.5 

23.7 

18.7 

15.7 

12.8 

13.9 

11.9 

15.7 

13.6 

10.0 

8.4 

15 

38.6 

29.7 

24.8 

20.7 

16.3 

13.6 

11.2 

12.1 

10.4 

13.7 

11.8 

8.7 

7.3 

1C 

as.  9 

26.1 

21.8 

18.2 

14.3 

12.0 

9.8 

10.7 

9.1 

12.0 

10.4 

7.7 

6.4 

17 

30.0 

23.1 

19.3 

16.1 

12.7 

10.6 

8.7 

9.4 

8.1 

10.7 

9.2 

6.8 

5.7 

18 
19 

26.8 
24.0 

20.6 
18.5 

17.2 
15.4 

14.3 
12.9 

11.3 
10.2 

9.5 
8.5 

7.8 
7.0 

8.4 

7.6 

7.2 
6.5 

9.5 

8.2 

6.0 

5.1 

8.5 

7.4 

5.4 

4.5 

20 

21.7 

16.7 

13.9 

11.6 

9.2 

7.7 

6.3 

6.8 

5.8 

7.7 

6.7 

4.9 

4.1 

21 

19.7 

15.1 

12.6 

10.5 

8.3 

7.0 

5.7 

T2 

5.3 

7.0 

6.1 

4.4 

3.7 

22 

17.9 

13.8 

11.5 

9.6 

7.6 

6.3 

5.2 

5.6 

4.8 

6.4 

5.5 

4.1 

3.4 

23 

16.4 

12.6 

10.5 

8.8 

6.9 

5.8 

4.7 

5.2 

4.4 

5.8 

5.0 

3.7 

3.1 

24 
25 

15.1 
13.9 

11.6 
10.7 

9.7 
8.9 

8.1 

6.4 

5.3 
4.9 

4.4 

4.0 

4.7 
4.4 

4.0 
3.7 

5.4 

4.9 

4.6 
4.3 

3.4 
3.1 

2.8 
2.6 

7.4 

5.9 

26 

12.8 

9.9 

8.2 

6.9 

5.4 

4.5 

3.7 

4.0 

3.5 

4.6 

3.9 

2.9 

2.4 

27 

11.9 

9.2 

7.6 

6.4 

5.0 

4.2 

3.4 

3.7 

3.2 

4.2 

3.7 

2.7 

2.2 

28 

U.I 

8.5 

7.1 

5.9 

4.7 

3.9 

3.2 

3.5 

3.0 

3.9 

3.4 

2.5 

2.1 

29 

10.3 

7.9 

6.6 

5.5 

4.4 

3.7 

3.0 

3.2 

2.8 

3.7 

3.2 

2.3 

2.0 

0 

9.6 

7.4 

6.2 

5.2 

4.1 

3.4 

2.8 

3.0 

2.6 

3.4 

3.0 

2.2 

1.8 

For  load  of  200  Ibs.  per  square  foot,  divide  the  spacing  given  by  2. 
Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

^•HMHk^ 

DEARBORN  FOUNDRY  COM 


SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 
LOAD  OF  100  IBS.  PER  SQUARE  FOOT. 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

B  ^ 

&& 

8"! 

7"  I 

6"  I 

5"! 

4" 

3"! 

35 
Ibs. 

27 
Ibs. 

s* 

Ibs. 

22 
Ibs. 

18 
Ibs. 

16 
Ibs. 

13^ 
Ibs. 

12 
Ibs. 

10 
Ibs. 

7 
Ibs. 

9.1 

9 
Ibs. 

5Y2 
Ibs. 

5.4 

5 

89.6 

66.0 

52.9 

47.4 

40.4 

31.0 

26.0 

18.4 

16.0 

7.6 

G 

62.2 

45.9 

36.7 

32.9 

28.1 

21.5 

18.1 

12.8 

11.1 

6.3 

5.3 

3.7 

7 

45.7 

33.7 

27.0 

24.2 

20.6 

15.8 

13.3 

9.4 

8.2 

4.7 

3.9 

2.7 

8 

35.0 

25.8 

20.7 

18.5 

15.8 

12.1 

10.2 

7.2 

6.3 

3.6 

3.0 

2.1 

9 

27.7 

20.4 

16.3 

14.6 

12.5 

9.6 

8.0 

5.7 

4.9 

2.8 

2.3 

1.7 

10 
11 

22.4 
18.5 

16.5 
13.6 

13.2 
10.9 

11.9 

9.8 

10.1 
8.4 

7.7 
6.4 

6.5 
5.4 

4.6 

4.0 

2.3 

1.9 

1.9 
1.6 

1.3 
1.1 

3.8 

3.3 

12 
13 

15.6 
13.3 

11.5 
9.8 

9.2 
7.8 

8.2 

7.0 

7.0 
6.0 

5.4 

4.5 

3.2 
2.7 

2.8 
2.4 

1.6 
1.3 

1.3 
1.1 

0.9 

4.6 

3.9 

14 

15 
16 
17 
18 

19 
20 
21 
22 

11.4 

10.0 
8.8 

—a* 

7.8 

G.9 

6.2 
5.6 
5.1 

4.6 

8.4 

7.3 
6.4 

mm^^m 

5.7 
5.1 

4.6 
4.1 
3.7 

3.4 

6.8 

5.9 

5.2 

»—  » 
4.6 

4.1 

3.7 
3.3 
3.0 
2.7 

G.O 

5.2 

3.9 

3.4 
3.0 
2.7 
2.4 

2.1 
1.9 
1.8 
1.6 

3.3 

2.9 
2.5 
2.3 
2.0 

1.8 
1.6 
1.5 
1.3 

2.3 

2.0 
1.8 
1.6 
1.4 

1.3 
1.2 
1.0 

2.0 

1.8 
1.6 
1.4 
1.2 

1.1 
1.0 

1.2 
1.0 

1.0 

5.3 
4.6 
4.1 
3.7 

3.3 
3.0 
2.7 

2.4 

4.5 
3.9 
3.5 
3.1 

2.8 
2.5 
2.3 
2.1 

| 

For  load  of  200  Ibs.  per  square  foot,  divide  the  spacing  given  by  2. 
Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

153 


DEARBORN 

FOUNDRY  COMPANY. 

SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 

LOAD  OF  125  IBS.  PER  SQUARE  FOOT. 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

1 

15"! 

12"  I 

lO1/*"! 

10"! 

9"Z 

80 
Ibs. 

60 
Ibs. 

50 
Ibs. 

56^ 
Ibs. 

42 
Ibs. 

40 
Ibs. 

31% 
Ibs. 

36 
Ibs. 

30 
Ibs. 

45 

Ibs. 

KIRK 

23% 
Ibs. 

~97l 

12 

48.2 

27.0 

31.0 

25.8 

20.3 

17.013.9 

15.2 

13.017.1 

14.8 

10.9 

13 
14 

15 

41.1 
35.4 
80.9 

31.6 
27.2 
23.7 

26.4 
22.8 
19.8 

22.0 
19.0 
16.5 

17.3 
15.0 
13.0 

14.611.9 
12.510.3 

12.9 
11  1 

11.114.6 
9.5  12.fi 

12.6 
10  q 

9.3 

8  0 

7.8 
6.7 

10.9 

8.9 

9.7 

8.3 

11.0 

9.5 

7.0 

5.8 

16 

17 
18 

27.1 

24.0 
21.4 

20.9 

18.5 
16.5 

17.4 

15.4 
13.8 

14.5 

12.9 
11.5 

11.5 

10.1 
9.0 

9.6 

8.5 
7.6 

" 

7.0 

6.2 

8.5 

7.6 
6.7 

7.3 

6.5 

5.8 

9.6 

u 

7.6 

8.3 

M 

6.6 

6.1 

5.4 

4.8 

5.1 

4.5 
4.0 

19 

19.2 

14.8 

12.4 

10.3 

8.1 

6.8 

5.6 

6.1 

5.2   6.8 

~ 

4.3 

3.6 

20 

17.4 

13.3 

11.2 

9.3 

7.3 

6.1 

5.0 

5.5 

4.7|  6.2 

5.3 

3.9 

3.3 

21 

15.7 

12.1 

10.1 

8.4 

6.6 

5.6 

••^ 

4.6 

•••• 

5.0 

~ 

5.6 

4.8 

3.6 

3.0 

22 

14.3 

11.0 

9.2 

7.7 

6.1 

5.1 

4.2 

4.5 

3.9 

5.1 

4.4 

3.2 

2.7 

23 

13.1 

10.1 

8.4 

7.0 

5.5 

4.6 

3.8 

4.1 

3.5 

4.7 

4.0 

3.0 

2.5 

24 
25 

12.1 
11.1 

9.3 
8.5 

7.7 
7.1 

6.4 

5.1 

4.3 
3.9 

3.5 
3.2 

3.8 
3.5 

3.2 
3.0 

4.3 
3.9 

3.7 
8.4 

2.7 
2.5 

2.3 
2.1 

5.9 

4.7 

26 

10.3 

7.9 

6.6 

5.5 

4.3 

3.6 

3.0 

3.2 

2.8 

3.6 

3.2 

2.3 

1.9 

27 

9.5 

7.3 

6.1 

5.1 

4.0 

3.4 

2.8 

3.0 

2.6 

3.4 

2.9 

2.2 

1.8 

28 

8.9 

6.8 

5.7 

4.7 

3.7 

3.1 

2.6 

2.8 

2.4 

3.1 

2.7 

2.0 

1.7 

29 

8.3 

6.3 

5.3 

-  4.4 

3.5 

2.9 

2.4 

2.6 

2.2 

2.9 

2.5 

1.9 

1.6 

30 

7.7 

5.9 

5.0 

4.1 

. 

3.3 

2.7 

2.2 

2.4 

2.1 

2.7 

2.4 

1.7 

1.5 

For  load  of  250  Ibs.  per  square  foot,  divide  the  spacing  given  by  2. 
Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

1:4 


DEARBORN   FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 
LOAD  OF  125  IBS.  PER  SQUARE  FOOT. 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

Distance  between 
Supporte  In  feet. 

8"  I               7"  I 

6"  I 

5"! 

4" 

3"  I 

35 

Ibs. 

27 

Ibs. 

52.9 
36.7 
27.0 
21.1 
16.3 

13.2 
10.9 
9.2 
7.8 
6.7 

5.9 
5.2 

2V4 
Ibs" 

22 
Ibs. 

18 
Ibs. 

16 
Ibs. 

13^ 
Ibs. 

12 
Ibs. 

10 
Ibs. 

7 
Ibs. 

9 
Ibs. 

6.1 

4.2 

••BB 

3.1 
2.4 

1.9 

1.5 
1.2 
1.1 
0.9 

BK 

Ibs. 

4.3 

3.0 

••• 
2.2 

1.7 
1.3 

1.1 
0.9 

5 
6 

7 
8 
9 

10 
11 
12 
13 
14 

15 
1C 
17 

18 
19 

20 
21 
22 

71.8 
49.8 
36.6 
28.0 

22.1 

17.9 
14.8 
12.4 
10.6 
9.1 

8.0 
7.0 

42.4 
29.4 
21.6 
16.5 
13.1 

10.6 
8.7 
7.4 
6.3 

5.4 

4.7 
4.1 

38.0 
26.3 
19.3 
14.8 
11.7 

9.5 
7.8 
6.6 
5.6 
4.8 

32.4 
22.5 

16.5 
12.6 
10.0 

8.1 
6.7 
5.6 
4.8 
4.1 

24.8 
17.2 
12.6 
9.7 
7.6 

6.2 
5.1 
4.3 

20.9 
14.5 
10.6 
8.1 
6.4 

5.2 
4.3 
3.6 

14.7 
10.2 
7.5 
5.8 
4.5 

3.7 

12.8 
8.9 
6.5 
5.0 
4.0 

3.2 

7.3 
5.1 
3.7 
2.9 
2.3 

1.8 
1.5 
1.3 
1.1 
0.9 

3.0 
2.6 
2.2 
1.9 

1.6 
1.4 
1.3 
1.1 
1.0 

2.6 
2.2 
1.9 
1.6 

1.4 
1.3 
1.1 
1.0 

3.7 
3.2 

2.8 
2.4 
2.1 
1.9 
1.7 

1.5 
1.4 
1.3 

3.1 

2.7 

2.3 
2.0 
1.8 
1.6 
1.4 

1.3 
1.2 
1.1 

4.2 
3.7 
3.3 

2.9 

2.6 

2.4 
2.2 
2.0 

3.6 
3.2 
2.8 
2.5 
2.2 

2.0 
1.8 
1.7 

6.2 
5,5 
5.0 

4.5 
4.1 
3.7 

4.6 
4.1 
3.7 

3.3 
3.0 

2.7 

3.7 
3.3 
2.9 

2.6 
2.4 
2.2 

For  load  of  250  Ibs.  per  square  foot,  divide  the  spacing  given  by  2. 
Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 
LOAD  OF  150  IBS.  PER  SQUARE  FOOT. 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

P 

J.2 

g  S 

15"! 

12"! 

iw-i 

10"! 

9"! 

If 

80 
Ibs. 

60 
Ibs. 

50 
Ibs. 

56^ 
Ibs. 

42 
Ibs. 

40  131)6 
Ibs.  Ibs. 

36 
Ibs. 

30 
Ibs. 

45 
Ibs. 

38  Y2 
Ibs. 

Ibs. 

Ibs. 

12 

40.2 

30.9 

25.8 

21.5 

16.9 

14.2 

11.6 

12.7 

10.8 

14.3 

12.3 

9.1 

7.6 

13 

34.3 

26.3 

22.0 

18.3 

14.5 

12.1 

9.9 

10.8 

9.3 

12.1 

10.5 

7.7 

6.5 

14 

29.5 

22.7 

19.0 

15.8 

12.5 

10  ft 

8  ft 

P  3 

7.910.5 

9  1 

fi  7 

5  6 

15 

25.7 

19.8 

16.5 

13.8 

10.9 

9.1 

7.5 

8.1 

6.9 

9.1 

7.9 

5.8 

4.9 

1C 

22.6 

17.4 

14.5 

12.1 

9.5 

8.0 

6.5 

7.1 

6.1 

8.0 

6.9 

5.1 

4.3 

17 

20.0 

15.4 

12.9 

10.7 

8.5 

7.1 

5.8 

6.3 

M 

7.! 

6.1 

4.5 

3.8 

18 

17.9 

13.7 

11.5 

9.5 

7.5 

6.3 

6.2 

6.6 

4.8 

6.3 

5.5 

4.0 

3.4 

19 

16.0 

12.3 

10.3 

8.6 

6.8 

5.7 

4.7 

5.1 

4.3 

5.7 

— 

~ 

To 

20 

14.5 

11.1 

9.3 

7.7 

6.1 

5.1 

4.2 

4.5 

3.9   5.1 

4.5 

3.3 

2.7 

21 

13.1 

10.1 

8.4 

7.0 

5.5 

4.7 

3.8 

Tl 

TS  4.7 

4.1 

2.9 

2.5 

22 

11.9 

9.2 

7.7 

6.4 

5.1 

4.2 

8.5 

3.7 

3.2 

4.3 

3.7 

2.7 

2.3 

23 

10.9 

8.4 

7.0 

6.9 

4.6 

3.9 

3.1 

3.5 

2.9 

3.9 

3.4 

2.5 

2.1 

24 

10.1 

7.7 

6.5 

6.4 

4.3 

3.5 

2.9 

3.1 

2.7 

3.6 

3.1 

2.3 

1.9 

25 

9.3 

7.1 

5.9 

4.9 

3.9 

3.3 

2.7 

2.9 

2.5 

3.3 

2.8 

2.1 

1.7 

26 

8.5 

6.6 

5.5 

4.6 

3.6 

3.0 

2.5 

2.7 

2.3 

3.0 

2.6 

1.9 

1.6 

27 

7.9 

6.1 

5.1 

4.3 

3.3 

2.8 

2.3 

2.5 

2.1 

2.8 

2.5 

1.8 

1.5 

28 

7.4 

5.7 

4.7 

3.9 

3.1 

2.6 

2.1 

2.3 

2.0 

2.6 

2.3 

1.7 

1.4 

29 

6.9 

5.3 

4.4 

3.7 

2.9 

2.5 

2.0 

2.1 

1.9 

2.5 

2.1 

1.6 

1.3 

30 

6.4 

4.9 

4.1 

3.5 

2.7 

2.3 

1.9 

2.0 

1.7 

2.3 

2.0 

1.6 

1.2 

For  load  of  300  Ibs.  per  square  foot,  divide  the  spacing-  g-iven  by  2. 

Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

i                                                                                                                          f. 

DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 
LOAD  OF  150  IBS.  PER  SQUARE  FOOT. 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

.. 

8"  I 

7"  I 

6"! 

5"! 

4" 

3"! 

El 

2& 

82 

35        27 

21  V£ 

22 

18 

1C 

13  1A. 

12 

10 

7 

9 

51^ 

I! 

Ibs 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

bs. 

bs. 

5 

69.7     44.0 

35.3 

31.6 

26.9 

20.7 

17.3 

12.3 

10.7 

6.1 

5.1 

3.6 

6 

41.5  I  30.6 

24.5 

21.9 

18.7 

14.3 

12.1 

8.5 

7.4 

4.2 

3.6 

2.5 

••• 

_ 

7 

30.5 

22.5 

18.0 

16.1 

13.7 

10.5 

8.9 

6.3 

5.5 

3.1 

2.6 

1.8 

8 

23.3 

17.2 

13.8 

12.3 

10.5 

8.1 

6.8 

4.8 

4.2 

2.4 

2.0 

1.4 

9 

18.5 

13.6 

10.9 

9.7 

8.5 

6.4 

5.3 

3.8 

3.3 

1.9 

1.5 

1.1 

10 

14.9 

11.0 

8.8 

7.9 

6.7 

5.1 

4.3 

3.1 

2.7 

1.5 

1.3 

0.9 

11 

12.3 

9.1 

7.3 

6.5 

5.6 

4.3 

3.6 

2.5 

2.2 

1.3 

1.1 

12 

10.4 

7.7 

6.1 

5.5 

4.7 

3.6 

3.0 

2.1 

1.9 

1.1 

0.9 

13 

8.9 

6.5 

5.2 

4.7 

4.0 

3.1 

2.6 

1.8 

1.6 

0.9 

.... 

.... 

14 

7.6 

5.6 

45 

4.0 

3.5 

2.6 

2.2 

1.5 

1.3 

15 

6.7 

4.9 

3.9 

2.3 

1.9 

1.3 

1.2 

3.5 

3.0 

1C 

5.9 

4.3 

3.5 

3.1 

2.6 

2.0 

1.7 

1.2 

1.1 

17 

5.2 

3.8 

3.1 

2.7 

2.3 

1.8 

1.5 

1.1       0.9 

18 

4.6 

3.4 

2.7 

2.5 

2.1 

1.6 

1.3 

0.9 

19 

4.1 

3.1 

2.5 

2.2 

1.9 

1.4 

1.2 

20 

3.7 

2.7 

2.2 

2.0 

1.7 

1.3 

1.1 

21 

3.4 

2.5 

2  0 

1.8 

1.5 

1.2 

1.0 

22 

3.1 

2.3 

1.8       1.6 

1.4 

1.1 

For  load  of  300  Ibs.  per  square  foot,  divide  the  spacing  given  by  2. 

Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

157 


DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 
LOAD  OF  175  IBS.  PER  SQUARE  FOOT. 


Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

f| 

«3 
If 

15"! 

12"! 

10K"I 

10"! 

9"  I 

80 
Ibs. 

60 

Ibs. 

50 
Ibs. 

5G<^ 

Ibs! 

42 
Ibs. 

40 

Ibs. 

12^2 

31% 
Ibs. 

"9T9 

36 
Ibs 

loTs 

30 
Ibs. 

9.3 

45 
Ibs. 

12~2 

38H 
Ibs. 

IbTe 

28^23)6 
lbs.|lbs. 

7.8~6T5 

12 

34.5 

26.5 

22.1 

18.5 

14.5 

13 

29.4 

22.6 

18.9 

15.7 

12.4 

10.4 

8.5 

9.3 

7.910.4 

9.0 

6.6 

5.5 

14 

25.3 

19.4 

16.3 

13.5 

10.7 

9.0 

7.3 

7.9 

6.8 

9.0 

7.8 

5.7 

4.8 

15 

22.1 

17.0 

14.2 

11.8 

9.3 

7.8 

6.4 

G.9 

5.9 

7.8 

6.7 

5.0 

4.2 

16 

19.4 

14.9 

12.5 

10.4 

8.2 

6.9 

5.6 

6.1 

5.2 

6.9 

5.9 

4.4 

3.7 

17 

17.1 

13.2 

11.0 

9.2 

7.3 

6.1 

5.0 

5.4 

4.6 

6.1 

5.3 

3.9 

3.3 

18 

15.3 

11.8 

9.8 

8.2 

6.5 

5.4 

4.5 

4.8 

4.1   5.4 

4.7 

3.4 

2.9 

19 

13.7 

10.6 

8.8 

7.4 

5.8 

4.9 

4.0 

4.3 

^^^^ 

3.7|T9|  4.2 

mmmm.mi^m 

3.1  2.6 

20 
21 

12.4 
11.3 

9.5 

8.6 

7.9 
7.2 

6.6 
6.0 

5.3 
4.8 

4.4 
4.0 

3.G 
3.3 

3.9 
3.5 

3.3 

••MB 

3.0 

4.01  3.5 

2.8 
2.5 

2.3 
2.1 

22 
23 
24 
25 

10.2 
9.4 
8.G 
7.9 

7.9 
7.2 
6.6 
6.1 

6.6 
6.0 
5.5 
5.1 

5.5 
5.0' 
4.6 

4.3 
3.9 
3.6 

3.6 
3  3 

3.0 

9,  1 

3.2 
3  0 

2.7 
9,  *> 

3.7 
3  4 

3.1 

0  q 

2.3 
9  1 

1.9 
1  8 

3.0 

2.8 

2.5 
2.3 

2.7 
2.5 

2.3 
2.1 

3.1 

2.8 

2.7 
2.5 

1.9 
1.8 

1.6 

o 

4.2 

3.3 

26 

7.3 

6.7 

4.7 

3.9 

3.1 

2.6 

2.1 

2.3 

1.9 

2.6 

2.2 

1.7 

1.4 

27 

6.8 

5.3 

4.4 

3.7 

2.9 

2.4 

1.9 

2.1 

1.8 

2.4 

2.0 

1.5 

1.3 

28 

6.3 

4.9 

4.1 

3.4 

2.7 

2.2 

1.8 

2.0 

1.7 

2.2 

1.9 

1.4 

1.2 

29 

5.9 

4.5 

3.8 

3.2 

2.5 

2.1 

1.7 

1.8 

1.6 

2.1 

1.8 

1.3 

1.1 

30 

5.5 

—  —  «: 

4.2 

3.5 

3.0 

2.3 

1.9 

1.6 

1.7 

1.5 

1.9 

1.7 

1.3 

1.0 

For  load  of  350  Ibs.  per  square  foot,  divide  the  spacing  given  by  2. 
Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

158 


DEARBORN  FOUNDRY  COMPANY. 


SPACING  OF  CARNEGIE  IRON  BEAMS  FOR  UNIFORM 
LOAD  OF  175  IBS.  PER  SQUARE  FOOT. 


fl 

»• 

5 

Proper  Distance  in  Feet,  Center  to  Center  of  Beams. 

8"! 

7"  I 

6"! 

5"! 

4" 

3"! 

35 
Ibs. 

27 
Ibs. 

21^ 
Ibs. 

22 
Ibs. 

18 
Ibs. 

16 

Ibs. 

IS\t 

Ibs." 

12 

Ibs. 

10 

Ibs. 

7 
Ibs. 

9 
Ibs. 

4.3 

5tf 

Ibs. 
3.1 

51.2 

37.7 

30.2 

27.1 

23.1 

17.7 

14.9 

10.5 

9.1 

5.2 

6 

35.5 

26.2 

21.0 

18.8 

16.1 

12.3 

10.3 

7.3 

6.3 

3.6 

3.0 

2.1 

1 

26.1 

19.3 

15.4 

13.8 

11.8 

9.0 

7.6 

5.4 

4.7 

2.7 

2.2 

1.5 

8 

20.0 

14.7 

11.8 

10.6 

9.0 

6.9 

5.8 

4.1 

3.6 

2.1 

1.7 

1.2 

9 

15.8 

11.7 

9.3 

8.3 

7.1 

5.5 

4.6 

3.3 

2.8 

1.6 

1.3 

1.0 

10 
11 

12.8 
10.6 

9.4 

7.8 

7.5 
6.2 

6.8 
5.6 

5.8 
4.8 

4.4 

3.7 

3.7 
3.1 

2.6 

2.3 

1.3 
1.1 

1.1 

0.9 

2.2 

1.9 

12 
13 
14 

15 
16 
17 
18 
19 

20 
21 

22 

8.9 
7.6 
6.5 

5.7 
5.0 
4.5 
4.0 
3  5 

6.6 
5.6 
4.8 

4.2 

3.7 

~~_ 
3.3 

2.9 
2.6 

5.3 
4.5 
3.9 

3.4 
3.0 
2.6 
2.3 
2.1 

4.7 
4.0 
3.4 

4.0 
3.4 
3.0 

3.1 

2.6 
2.2 

1.9 
1.7 
1.5 
1.4 
1.2 

2.6 
2.2 
1.9 

1.7 
1.5 
1.3 
1.1 
1.0 

1.8 
1.5 
1.3 

1.1 
1.0 

1.6 

1.4 
1.1 

1.0 

0.9 

3.0 
2.6 
2.3 
2.1 
1.9 

2.6 
2.3 
2.0 
1.8 
1.6 

3.2 
2.9 

2.6 

2.3 
2.1 
1.9 

1.9 
1.7 
1.6 

1.7 
1.5 
1.4 

1.4 
1.3 
1.2 

1.1 
1.0 



i   '  '  ~ 

For  load  of  350  Ibs.  per  square  foot,  divide  the  spacing  given  by  2. 
Maximum  fibre  strain,  12,000  Ibs.  per  square  inch. 

159 


DEARBORN   FOUNDRY  COMPANY, 

1525  Dearborn  Street,  Chicago,  III. 

_____ 

WROUGHT  IRON  I  BEAMS, 
STEEL  I  BEAMS. 


A  FULL  ASSORTMENT  OF  ALL  SIZES  CARRIED  IN  STOCK 


Low  Prices  and  Prompt  Delivery  Guaranteed. 


In  cutting  Beams  from  Stock  there  is 
usually  some  -waste,  which  together  with 
the  cost  of  cutting,  renders  it  necessary 
to  make  an  additional  charge  for  Beams 
cut  from  stock  ;  hence  it  is  always  better 
to  order  in  advance  of  time  when  same 
are  required,  in  order  that  they  may  be 
rolled  and  cut  to  length  ordered. 


160 


DEARBORN  FOUNDRY  COMPANY. 


EXPLANATION  OF  TABLES  ON  CARNEGIE  SECTIONS 
OF  X  BEAMS. 


PAGES  161   TO  185    INCLUSIVE. 

These  tables  are  calculated  for  the  lightest  and  heaviest  weights 
to  which  each  shape  or  size  can  be  rolled,  the  term  shape  being 
meant  to  include  the  variable  sections  which  are  rolled  in  the 
same  grooves  by  increasing  or  reducing  the  distance  between  the 
rolls.  Each  shape  is  designated  by  a  single  number. 

These  tables  give ; 

I.  In  second  column,  the  load  which  a  beam  will  carry  safely, 
distributed  uniformly  over  its  length,  for  the  distances  between 
supports   (or  lengths  of  span  j  given  in  first  column ; 

II.  In  fifth  to  eleventh  columns  inclusive,  the  distances  be- 
tween centers  at  which  beams  should  be  placed  in  floors,  to  carry 
safely  loads  of  100,  125,  150,  175,  200,  25C  and  300  Ibs.  per  square 
foot  (including  the  weight  of  the  beams),  for  the  distances  between 
supports  given  in  first  column ; 

III.  In  third  column,  the  deflection  of  i~e  beams  at  center 
under  these  loads. 

IV.  In  fourth  column,  the  weight  of  the  beam  itself,  for  a 
length  equal  to  the  distance  between  supports. 

To  determine  the  load  which  a  beam  will  carry  exclusive  of 
its  own  weight,  the  figures  in  fourth  column  must  be  subtracted 
frr  ja  the  figures  in  second  column. 

It  is  assumed  in  these  tables  that  proper  provision  is  made  for 
preventing  the  compression  flanges  of  the  beams  from  deflecting 
sideways.  They  should  be  held  in  position  at  distances  not 
exceeding  twenty  times  the  width  of  flange,  otherwise  the 
strain  allowed  should  be  reduced. 

If  the  deflection  of  beams  carrying  plastered  ceilings  exceeds 
-j^th  of  the  distance  between  supports,  or  ^th  of  an  inch  per 
foot  of  this  distance,  there  is  danger  of  the  ceiling  cracking,  as 
has  been  found  by  practical  tests.  This  limit  is  indicated  in  the 
following  tables  by  a  cross  line,  beyond  which  the  spans  and 
loads  must  not  be  used  for  beams  intended  to  carry  plastered 
ceilings.  It  may  generally  be  assumed,  both  for  rolled  and 

55 - SB 


built  beams,  that  the  above  limit  is  not  exceeded  so  long  as  the 
depth  of  beam  is  not  greater  than  J^th  of  the  distance  between 
supports,  or  ^  inch  per  foot  of  this  distance. 

Inasmuch  as  the  carrying  capacity  of  beams  increases  largely 
with  their  depth,  and  it  is  therefore  economical  to  use  the  greatest 
depth  of  beam  consistent  with  the  other  conditions  to  which  it  is 
necessary  to  conform,  (as  clear  hight,  etc.,)  the  above  cases  of 
extreme  deflection  will  rarely  be  met  with  in  practice. 

EXAMPLES   OF   APPLICATION   OF   TABLES. 

I.  What  size  and  weight  of  beam  19'-  0"  long  in  clear  be- 
tween walls,  and  therefore  say  20'-0"  long  between  centers  of 
supports,  will  be  required  to  carry  safely  a  uniformly  distributed 
load  of  15  tons,  the  weight  of  the  beam  included  ? 

Answer:  A  15"  beam,  No.  1,  heavy,  65  Ibs.  per  foot,  will  be 
sufficient,  since  the  safe  load,  as  per  table,  for  20'  length,==  16.38 1. 

It  is  evident,  however,  that  a  beam  intermediate  in  weight 
between  50  Ibs.  and  65  Ibs.  can  be  used,  to  ascertain  which, 
proceed  as  follows : 

The  safe  load  for  a  15"  beam  50  Ibs.  per  foot  =  14.12 1.  Since 
therefore  an  increase  in  the  carrying  capacity  of  beam,  of  2.26 1., 
(16.38 1.  — 14.12 1.,)  requires  an  increase  of  its  weight  of  15  Ibs., 
(65  Ibs.  —  50  Ibs.,)  therefore  an  increase  of  its  carrying  capacity 
of  0.88  t.,  (15t.  —  14.12  t.,)  will  require  45-.  X  15  »  6  Ibs. 
increase  of  weight  of  beam,  i.  e.,  the  beam  should  weigh  56  Ibs. 
per  foot. 

II.  A  fire-proof  floor  24MJ"  in  clear  between  walls,  weighing, 
inclusive  of  beams,  70  Ibs.  per  square  foot,  (assumed,)  is  to  be 
proportioned  to  carry  an  additional  load  of  130  Ibs.  per  square 
foot ;   what  size  and  weight  of  beams  will  be  required,  and  how 
far  apart  should  they  be  placed  ? 

Answer :  The  total  load  =  200  Ibs.  per  square  foot,  and  the 
distance  between  supports  =  25',  i.  e.  6"  greater  than  the  distance 
in  clear  between  walls.  By  referring  to  tables,  it  will  be  seen 
that  either  light  12"  beams  weighing  42  Ibs.  per  foot,  spaced 
2.9  ft.  between  centers,  or  light  15"  beams,  50  Ibs.,  spaced  4.5  ft. 
between  centers,  will  answer  the  purpose,  but  since  the  12" 
beams  for  this  span  and  load  are  beyond  the  cross-line,  they 
must  not  be  used  if  intended  to  carry  a  plastered  ceiling. 

162  fc 


DEARBORN  FOUNDRY  COMPANY. 

Oarne&ie  Iron  Sections. 

15-INCH    I    BEAM,     No.   2,   HEAVY, 
80  LBS.  PEE,  FOOT. 

Depth,  15".    Width  of  Flanges,  5.81".    Thickness  of  Web,  0.93". 
Maximum  fiber  strain  =.12000  Ibs.  per  square  inch. 


Distaaco  between 
supports,  in  feet. 

ifi? 

m 

343.9.S 

Deflection  under  this 
load,  in  inches. 

*! 

2-s 

ii 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

100 
Ibs. 
per 
HI.  ft. 

125 
Ibs. 

sTk 

150 
Ibs. 

s£k 

175 
Ibs. 

S£k 

200 
Ibs. 

sl'k 

250 

Ibs. 
per 
sq.ft. 

300 

Ibs. 
per 
sq.ft. 

10 

40.00 

0.09 

0.40 

80.0 

64.0 

53.3 

45.7 

40.0 

32.0 

26.7 

11 

36.36 

0.11 

0.44 

66.1 

52.9 

44.1 

37.8 

83.1 

26.4 

22.0 

12 

33.33 

0.13 

0.48 

55.6 

44.4 

37.0 

81.7 

27.8 

22.2 

18.5 

13 

30.77 

0.16 

0.52 

47.3 

37.9 

81.6 

27.1 

23.7 

18.9 

15.8 

14 

28.57 

0.18 

0.56 

40.8 

32.6 

27.2 

23.3 

20.4 

16.3 

13.6 

15 

26.67 

0.21 

0.60 

35.6 

28.4 

23.7 

20.3 

17.8 

14.2 

11.9 

16 

25.00 

0.24 

0.64 

31.3 

25.0 

20.8 

17.9 

15.6 

12.5 

10.4 

17 

23.53 

0.27 

0.68 

27.7 

22.1 

18.5 

15.8 

13.8 

11.1 

9.2 

18 

22.22 

0.30 

0.72 

24.7 

19.8 

16.5 

14.1 

12.3 

9.9 

8.2 

19 

21.05 

0.33 

0.76 

22J2 

17.7 

14.8 

12.6 

11.1 

8.9 

7.4 

20 

20.00 

0.37 

0.80 

20.0 

16.0 

13.3 

il.4 

10.0 

8.0 

6.7 

21 

19.05 

0.41 

0.84 

18.1 

14.5 

12.1 

10.4 

9.1 

7.3 

6.0 

22 

18.18 

0.45 

0.88 

16.5 

13.2 

11.0 

9.4 

8.3 

6.6 

6.5 

23 

17.39 

0.49 

0.92 

15.1 

12.1 

10.1 

8.6 

7.6 

6.0 

5.0 

24 

16.67 

0.53 

0.96 

13.9 

11.1 

9.3 

7.9 

6.9 

5.6 

4.6 

25 

16.00 

0.58 

1.00 

12.8 

10.2 

8.5 

7.3 

6.4 

6.1 

4.3 

26 

15.38 

0.62 

1.04 

11.8 

9.5 

7.9 

6.8 

6.9 

4.7 

3.9 

27 

14.81 

0.67 

1.08 

11.0 

8.8 

7.3 

6.3 

6.5 

4.4 

8.7 

28 

14.29 

0.7S 

1.12 

10.2 

8.2 

6.8 

6.8 

5.1 

4.1 

3.4 

29 

13.79 

0.78 

1.16 

9.5 

7.6 

6.3 

6.4 

4.8 

3.8 

8.2 

30 

13.33 

0.83 

1.20 

8.9 

7.1 

6.9 

5.1 

4.4 

8.6 

3.0 

81 

12.90 

0.89 

1.24 

8.3 

6.6 

5.5 

4.8 

4.2 

8.3 

2.8 

82 

12.50 

0.95 

1.28 

7.8 

6.2 

6.2 

4.5 

3.9 

8.1 

2.6 

33 

12.12 

1.01 

1.32 

7.3 

5.9 

4.9 

4.2 

8.7 

2.9 

2.4 

84 

11.76 

1.07 

1.36 

6.9 

5.5 

4.6 

8.9 

3.5 

2.8 

2.3 

85 

11.43 

1.13 

1.40 

6.5 

5.2 

4.3 

8.7 

3.3 

2.6 

2.2 

86 

11.11 

1.20 

1.44 

6.2 

4.9 

4.1 

8.5 

8.1 

2.5 

2.1 

87 

10.81 

1.26 

1.48 

5.8 

4.7 

8.9 

8.3 

2.9 

2.3 

1.9 

38 

10.53 

1.83 

1.52 

5.5 

4.4 

8.7 

8.2 

2.8 

2.2 

1.8 

39 

10.26 

1.40 

1.56 

5.3 

4.2 

8.5 

8.0 

2.6 

2.1 

%1.8 

c* 

RT~                                             163                                                u 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

15-INCH     X    BEAM,    No.  2,  LIGHT, 

CV  LBS.  PER  FOOT. 

Depth,  15".    Width  of  Flanges,  5.55".    Thickness  of  Web,  0.67". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

|.a 

ti^s 

|rf 

'"-.M 

Proper  distance,  in  feet,  center  to  center 

1  * 

|i|i 

M  | 

Ji 

of  beams,  for  Safe  Loads  of 

s  -i 

t"*** 

.s 

25 

100 

125 

150 

175 

200 

250 

300 

§    ij 

3 

15 

tg 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

•£3         i-i 

-2  "^  bo 

<D     O 

1 

per 

per 

per 

per 

por 

per 

per 

ji^.s.s 

« 

*1.  ft 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft 

10 

S6.12 

0.09 

0.34 

72.2 

57.8 

48.2 

41.3 

36.1 

28.9 

24.1 

11 

32.84 

0.11 

0.37 

59.7 

47.8 

39.8 

34.1 

29.9 

23.9 

19.9 

12 

30.10 

0.13 

0.40 

50.2 

40.1 

33.4 

28.7 

25.1 

20.1 

16.7 

13 

27.78 

0.16 

0.44 

42.7 

34.2 

28.5 

24.4 

21.4 

17.1 

14.2 

14 

25.80 

0.18 

0.47 

36.9 

29.5 

24.6 

21.1 

18.4 

14.7 

12.3 

15 

24.08 

0.21 

0.50 

32.1 

25.7 

21.4 

18.3 

16.1 

12.8 

10.7 

16 

22.58 

0.24 

0.54 

28.2 

22.6 

18.8 

16.1 

14.1 

11.3 

9.4 

17 

21.25 

0.27 

0.57 

25.0 

20.0 

16.7 

14.3 

12.5 

10.0 

8.3 

18 

20.07 

0.30 

0.60 

22.3 

17.8 

14.9 

12.7 

11.2 

8.9 

7.4 

19 

19.01 

0.33 

0.64 

20.0 

16.0 

13.3 

11.4 

10.0 

8.0 

6.7 

20 

18.06 

0.37 

0.67 

18.1 

14.4 

12.0 

10.3 

9.0 

7.2 

6.0 

21 

17.20 

0.41 

0.70 

16.4 

13.1 

10.9 

9.4 

8.2 

6.6 

5.5 

22 

16.42 

0.45 

0.74 

14.9 

11.9 

10.0 

8.5 

7.5 

6.0 

5.0 

23 

15.70 

0.49 

0.77 

13.7 

10.9 

9.1 

7.8 

6.8 

5.5 

4.6 

24 

15.05 

0.53 

0.80 

12.5 

10.0 

8.4 

7.2 

6.3 

5.0 

4.2 

25 

14.45 

0.58 

0.84 

11.6 

9.2 

7.7 

6.7 

5.8 

4.6 

3.9 

26 

13.89 

0.62 

0.87 

10.7 

8.5 

7.1 

6.1 

5.3 

4.3 

8.6 

27 

13.38 

0.67 

0.91 

9.9 

7.9 

6.6 

5.6 

5.0 

4.0 

3.3 

28 

12.90 

0.72 

0.94 

9.2 

7.4 

6.2 

5.3 

4.6 

3.7 

3.1 

29 

12.46 

0.78 

0.97 

8.6 

6.9 

5.7 

4.9 

4.3 

3.4 

2.9 

30 

12.04 

0.83 

1.01 

8.0 

6.4 

5.4 

4.6 

4.0 

3.2 

2.7 

31 

11.65 

0.89 

1.04 

7.5 

6.0 

5.0 

4.3 

3.8 

3.0 

2.5 

32 

11.29 

0.95 

1.07 

7.1 

5.6 

4.7 

4.0 

3.5 

2.8 

2.4 

33 

10.95 

1.01 

1.11 

6.6 

5.3 

4.4 

3.8 

3.3 

2.7 

2.2 

34 

10.62 

1.07 

1.14 

6.2 

5.0 

4.1 

3.8 

3.1 

2.5 

2.1 

35 

10.32 

1.13 

1.17 

5.9 

4.7 

3.9 

3.4 

2.9 

2.4 

2.0 

36 

10.03 

1.20 

1.21 

5.6 

4.5 

3.7 

3.2 

2.8 

2.2 

1.9 

87 

9.76 

1.26 

1.24 

5.3 

4.2 

3.5 

3.0 

2.6 

2.1 

1.8 

88 

9.51 

1.33 

1.27 

5.0 

4.0 

3.3 

2.9 

2.5 

2.0 

1.7 

39 

9.26 

1.40 

1.31 

4.7 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

^    -                                                               164                                                                   '<* 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

15-INCH     T    BEAM,    No.  1,   HEAVY, 

65  LBS.  PEB  FOOT. 

Depth,  15".    Width  of  Flanges,  5.33".    Thickness  of  Web,  0.77". 

Maximum  fiber  strain  =  12000  Ibs.  pe-  square  inch. 

g  ^ 

tiff'1" 

.2 

Proper  distance,  in  feet,  center  to  center 

M 

b^i 

lf~ 

of  beams,  for  Safe  Loads  of 

J  -a 

3  ^C3'C4-t  C3 

la  -2 

s  ^ 

•Jell's 

Ej 

2? 

100 

125 

150 

175 

200 

250 

300 

-0   g; 

•2-2  I  ™ 

i-s 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

<5   3 

&-S  ^3 

|J 

•Ifjs 

per 

per 

per 

per 

per 

per 

per 

^•52.2    <3 

^ 

sq.ft. 

sqft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft 

sq.ft. 

10 

32.76 

0.09 

0.33 

65.5 

52.4 

43.7 

37.4 

32.8 

26.2 

21.8 

11 

29.78 

0.11 

0.36 

54.1 

43.3 

36.1 

30.9 

27.1 

21.7 

18.0 

12 

27.30 

0.13 

0.39 

45.5 

30.4 

30.3 

26.0 

22.8 

18.2 

15.2 

13 

25.20 

0.16 

0.42 

38.8 

31.0 

25.8 

22.2 

19.4 

15.5 

12.9 

14 

23.40 

0.18 

0.46 

33.4 

26.7 

22.3 

19.1 

16.7 

13.4 

11.1 

1$ 

21.84 

0.21 

0.49 

29.1 

23.3 

19.4 

16.6 

14.6 

11.6 

9.7 

16 

20.48 

0.24 

0.52 

25.6 

20.5 

17.1 

14.6 

12.8 

10.2 

8.5 

17 

19.27 

0.27 

0.55 

22.7 

18.1 

15.1 

13.0 

11.3 

9.1 

7.6 

18 

18.20 

0.30 

0.59 

20.2 

16.2 

13.5 

11.6 

10.1 

8.1 

6.7 

19 

17.24 

0.33 

0.62 

18.1 

14.5 

12.1 

10.4 

9.1 

7.3 

6.0 

20 

16.38 

0.37 

0.65 

16.4 

13.1 

10.9 

9.4 

8.2 

6.6 

5.5 

21 

15.60 

0.41 

O.G8 

14.9 

11.9 

9.9 

8.5 

7.4 

5.9 

5.0 

22 

14.89 

0.45 

0.72 

13.5 

10.8 

9.0 

7.7 

6.8 

5.4 

4.5 

23 

14.24 

0.49 

0.75 

12.4 

9.9 

8.3 

7.1 

6.2 

5.0 

4.1 

24 

13.65 

0.53 

0.78 

11.4 

9.1 

7.6 

6.5 

5.7 

4.6 

3.8 

25 

13.10 

0.58 

0.81 

10.5 

8.4 

7.0 

6.0 

5.2 

4.2 

8.5 

26 

12.60 

0.62 

0.85 

9.7 

7.8 

6.5 

5.5 

4.8 

3.9 

8.2 

27 

12.13 

0.67 

0.88 

9.0 

7.2 

6.0 

5.1 

4.5 

8.6 

3.0 

28 

11.70    0.72 

0.91 

8.4 

6.7 

5.6 

4.8 

4.2 

3.3 

2.8 

29 

11.30 

0.78 

0.94 

7.8 

6.2 

5.2 

4.4 

3.9 

3.1 

2.6 

30 

10.92 

0.83 

0.98 

7.3 

5.8 

4.9 

4.2 

3.6 

2.9 

2.4 

81 

10.57 

0.89 

1.01 

6.8 

5.5 

4.5 

3.9 

3.4 

2.7 

2.? 

32 

10.24 

0.95 

1.04 

6.4 

5.1 

4.3 

3.7 

3.2 

2.6 

2.1 

33 

9.93 

1.01 

1.07 

6.0 

4.8 

4.0 

3.4 

3.0 

2.4 

2.0 

34 

9.64 

1.07 

1.11 

5.7 

4.5 

3.8 

3.2 

2.8 

2.3 

1.9 

35 

9.36 

1.13 

1.14 

5.3 

4.3 

3.6 

8.1 

2.7 

2.1 

1.8 

36 

9.10 

1.20 

1.17 

5.1 

4.0 

8.4 

2.9 

2.5 

2.0 

1.7 

87 

8.85 

1.26 

1.20 

4.8 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

38 

S.62 

1.33 

1.24 

4.5 

3.6 

3.0 

2.6 

2.3 

1.8 

1.5 

39 

8.40 

1.40 

1.27 

4.3 

3.4 

2.9 

2.5 

2.2 

1.7 

1.4 

165                                  —  VK 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

15-INCH     I    BEAM,     No.  1,  LIGHT, 

60  LBS.  PER  FOOT. 

Depth,  15".     Width  of  Flanges,  5.03".    Thickness  of  Web,  0.47". 

Maximum  fibQ.r  strain  =  12000  Ibs.  per  square  inch. 

g  -^ 

ii^£ 

1.9 

£»     ./ 

.g  rf 

Proper  distance,  in  feet,  center  to  center 

1  «! 
^  .a 

f-ji 

il 

15 

1| 

of  beams,  for  Safe  Loads  of 

g   -£f 

T-f'B-fJj'o 

\\  rl 

"®  •« 

100 

125 

150 

175 

200 

250 

300 

j|        It 

J>J='I  § 

K 

s  | 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

•J»  i* 

45  to  bJD~*^ 

%° 

•|f  3 

per 

per 

per 

per 

per 

per 

per 

« 

**" 

S1-ft- 

sq.ft. 

sq.ft. 

sq.  ft. 

sq.ft. 

sq.  ft. 

sift. 

10 

28.24 

0.09 

0.25 

56.5 

45.2 

37.7 

32.3 

28.2 

22.6 

18.8 

11 

25.67 

0.11 

0.28 

46.7 

37.4 

81.1 

26.7 

23.3 

18.7 

15.6 

12 

23.53 

0.18 

0.30 

39.2 

31.4 

26.1 

22.4 

19.6 

15.7 

13.1 

13 

21.72 

0.16 

0.33 

33.4 

26.7 

22.3 

19.1 

16.7 

13.4 

11.1 

14 

20.17 

0.18 

0.35 

28.8 

23.0 

19.2 

16.5 

14.4 

11.5 

9.6 

15 

18.83 

0.21 

0.38 

25.1 

20.1 

16.7 

14.3 

12.6 

10.0 

8.4 

16 

17.65 

0.24 

0.40 

22.1 

17.7 

14.7 

12.6 

11.0 

8.8 

7.4 

17 

16.61 

0.27 

0.43 

19.5 

15.6 

13.0 

11.1 

9.8 

7.8 

6.5 

18 

15.69 

0.30 

0.45 

17.4 

13.9 

11.8 

9.9 

8.7 

7.0 

5.8 

19 

14.86 

0.33 

0.48 

15.6 

12.5 

10.4 

8.9 

7.8 

6.2 

5.2 

20 

14.12 

0.37 

0.50 

14.1 

11.3 

9.4 

8.1 

7.1 

5.6 

4.7 

21 

13.45 

0.41 

0.53 

12.8 

10.2 

8.5 

7.3 

6.4 

5.1 

22 

12.84 

0.45 

0.55 

11.7 

9.3 

7.8 

6.7 

5.8 

4.7 

3.9 

23 

12.28 

0.49 

0.58 

10.7 

8.6 

7.1 

6.1 

6.3 

4.3 

3.6 

24 

11.77 

0.53 

0.60 

9.8 

7.8 

6.5 

5.6 

4.9 

3.9 

3.3 

25 

11.30 

0.58 

0.63 

9.0 

7.2 

6.0 

5.1 

4.5 

3.6 

3.0 

26 

10.86 

0.62 

0.65 

8.4 

6.7 

5.6 

4.8 

4.2 

3.4 

2.8 

27 

10.46 

0.67 

0.68 

7.7 

6.2 

5.1 

4.4 

3.9 

3.1 

2.6 

28 

10.09 

0.72 

0.70 

7.2 

5.8 

4.8 

4.1 

3.6 

2.9 

2.4 

29 

9.74 

0.78 

0.73 

6.7 

5.4 

4.5 

3.8 

3.4 

2.7 

2.2 

30 

9.41 

0.83 

0.75 

6.3 

6.0 

4.2 

3.6 

3.1 

2.5 

2.1 

31 

9.11 

0.89 

0.78 

5.9 

4.7 

3.9 

3.4 

2.9 

2.4 

2.0 

32 

8.83 

0.94 

0.80 

5.5 

4.4 

3.7 

3.2 

2.8 

2.2 

1.8 

33 

8.56 

1.00 

0.83 

5.2 

4.2 

3.5 

3.0 

2.6 

2.1 

1.7 

34 

8.31 

1.07 

0.85 

4.9 

3.9 

3.3 

2.8 

2.4 

2.0 

1.6 

35 

8.07 

1.13 

0.88 

4.6 

3.7 

8.1 

2.6 

2.3 

1.8 

1.5 

36 

7.84 

1.19 

0.90 

4.4 

3.5 

2.9 

2.5 

2.2 

1.7 

1.5 

37 

7.63 

1.26 

0.93 

4.1 

3.3 

2.7 

2.4 

2.1 

1.6 

1.4 

38 

7.43 

1.33 

0.95 

3.9 

3.1 

2.6 

2.2 

2.0 

1.6 

1.3 

39 

7.24 

1.40 

0.98 

3.7 

3.0 

2.5 

2.1 

1.9 

1.5 

1.2 
C 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

12-INCH      I    BEAM,   No.   3,   HEAVY, 

60  LBS.  PER  FOOT. 

Depth,  12".    Width  of  Flanges,  5.09".    Thickness  of  Web,  0.96". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

f  1 

fJJ{ 

Si 

j| 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

s  tf 

Ifi* 

rtS 

?s 

100 

125 

150 

175 

200 

250 

300 

1  1: 

•Mil 

If 

is 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

s  s 

sis.? 

3.3 

per 

per 

per 

per 

per 

per 

per 

cgiS  «  a 

« 

5 

£4.  ft. 

•4.  ft. 

•4.  ft. 

pq.ft 

sq.ft. 

ai.ft. 

sq.ft. 

10 

22.68 

0.12 

0.30 

45.4 

36.8 

30.2 

25.9 

22.7 

18.1 

15.1 

11 

20.62 

0.14 

0.33 

37.5 

30.0 

25.0 

21.4 

18.7 

15.0 

12.5 

12 

18.90 

0.17 

0.36 

31.5 

25.2 

21.0 

18.0 

15.8 

12.6 

10.5 

13 

17.45 

0.20 

0.39 

26.8 

21.5 

17.9 

15.3 

13.4 

10.7 

8.9 

14 

16.20 

0.23 

0.42 

23.1 

18.5 

15.4 

13.2 

11.6 

9.3 

7.7 

15 

15.12 

0.26 

0.45 

20.2 

16.1 

13.4 

11.5 

10.1 

8.1 

6.7 

16 

14.18 

0.30 

0.48 

17.7 

14.2 

11.8 

10.1 

8.9 

7.1 

6.9 

17 

13.34 

0.33 

0.51 

15.7 

1£6 

10.5 

9.0 

7.8 

6.3 

6.2 

18 

12.60 

0.37 

0.54 

14.0 

Hi 

9.3 

8.0 

7.0 

6.6 

4.7 

19 

11.94 

0.42 

0.57 

12.6 

10.1 

8.4 

7.2 

6.3 

5.0 

4.2 

20 

11.34 

0.46 

0.60 

11.3 

9.1 

7.6 

6.5 

5.7 

4.5 

3.8 

21 

10.80 

0.51 

0.63 

10.3 

8.2 

6.9 

5.9 

6.2 

4.1 

3.4 

22 

10.31 

0.56 

0.66 

9.4 

7.5 

6.2 

6.4 

4.7 

3.7 

3.1 

23 

9.86 

0.61 

0.69 

8.6 

6.9 

5.7 

4.9 

4.3 

8.4 

2.9 

24 

9.45 

0.66 

0.72 

7.9 

6.3 

5.3 

4.5 

3.9 

3.1 

2.6 

25 

9.07 

0.72 

0.75 

7.3 

6.8 

4.9 

4.2 

3.6 

2.9 

2.4 

26 

8.72 

0.78 

0.78 

6.7 

5.4 

4.5 

3.9 

8.3 

2.7 

2.2 

27 

8.40 

0.84 

0.81 

6.2 

6.0 

4.2 

3.6 

8.1 

2.5 

2.1 

28 

8.10 

0.90 

0.84 

6.8 

4.6 

3.9 

SL3 

2.9 

2.3 

1.9 

29 

7.82 

0.97 

0.87 

6.4 

4.3 

3.6 

8.1 

2.7 

2.1 

1.8 

30 

7.56 

1.04 

0.90 

6.0 

4.0 

8.4 

2.9 

2.5 

2.0 

1.7 

31 

7.32 

1.11 

0.93 

4.7 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

32 

7.09 

1.18 

0.96 

4.4 

3.5 

8.0 

2.5 

2.2 

1.8 

1.5 

33 

6.87 

1.26 

0.99 

4.2 

3.3 

2.8 

2.4 

2.1 

1.7 

1.4 

34 

6.67 

1.34 

1.02 

3.9 

8.1 

2.6 

2.2 

2.0 

1.6 

1.3 

35 

6.48 

1.42 

1.05 

8.7 

8.0 

2.5 

8.1 

1.9 

1.5 

1.2 

36 

6.30 

1.50 

1.08 

8.5 

2.8 

2.3 

2.0 

1.8 

1.4 

1.2 

37 

6.13 

1.58 

1.11 

3.3 

2.6 

2.2 

1.9 

1.7 

1.3 

1.1 

38 

5.97 

1.67 

1.14 

3.1 

2.5 

2.1 

1.8 

1.6 

t.3 

1.0 

3D 

5.82 

1.76 

1.17 

3.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0^ 

i 

—  IK 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

12-INCH     I    BEAM,  No.  3,  LIGHT, 

42  LBS.  PEE,  FOOT. 

Depth,  12".    Width  of  Flanges,  4.64".    Thickness  of  Web,  0.51" 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

8  t£ 

ti^a 

•3  . 

"*   m 

Proper  distance,  in  feet,  center  to  center 

|1 

.Jjlsi 

ii 

J| 

of  beams,  for  Safe  Loads  of 

If 

f~% 

83 

100 

125 

150 

175 

200 

250 

soo 

§  g< 

a 

'•i^ 

ll 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

•1  s 

o  43   -    -3 

(S  r5 

per 

per 

per 

per 

per 

per 

per 

HJfa 

« 

^ 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

10 

18.36 

0.12 

0.21 

36.7 

29.4 

24.5 

21.0 

18.4 

14.7 

12.2 

11 

16.69 

0.14 

0.23 

30.3 

24.3 

20.2 

17.3 

15.2 

12.1 

10.1 

12 

15.30 

0.17 

0.25 

25.5 

20.4 

17.0 

14.6 

12.8 

10.2 

8.5 

13 

14.12 

0.2C 

0.27 

21.7 

17.4 

14.5 

12.4 

10.9 

.8.7 

7.2 

14 

13.11 

0.23 

0.29 

18.7 

15.0 

12.5 

10.7 

9.4 

7.5 

6.2 

15 

12.24 

0.26 

0.32 

16.3 

13.1 

10.9 

9.3 

8.2 

6.5 

5.4 

18 

11.48 

0.30 

0.34 

14.4 

11.5 

9.6 

8.2 

7.2 

5.7 

4.8 

17 

10.80 

0.33 

0.36 

12.7 

10.2 

8.5 

7.3 

6.4 

5.1 

4.2 

18 

10.20 

0.37 

0.38 

11.3 

9.1 

7.6 

6.5 

5.7 

4.5 

3.8 

19 

9.66 

0.42 

0.40 

10.2 

8.1 

6.8 

5.8 

5.1 

4.1 

3.4 

20 

9.18 

0.46 

0.42 

9.2 

7.3 

6.1 

5.2 

4.6 

3.7 

3.1 

21 

8.74 

0.51 

0.44 

8.3 

6.7 

5.5 

4.8 

4.2 

3.3 

2.8 

22 

8.35 

0.56 

0.46 

7.6 

6.1 

6.0 

4.3 

3.8 

3.0 

2.5 

23 

7.98 

0.61 

0.48 

6.9 

5.6 

4.6 

4.0 

3.5 

2.8 

2.3 

24 

7.65 

0.66 

0.50 

6.4 

5.1 

4.2 

3.6 

3.2 

2.6 

2.1 

25 

7.34 

0.72 

0.53 

5.9 

4.7 

3.9 

3.3 

2.9 

2.4 

2.0 

26 

7.06 

0.78 

0.55 

5.4 

4.3 

3.6 

3.1 

2.7 

2.2 

1.8 

27 

6.80 

0.84 

0.57 

5.0 

4.0 

3.3 

2.9 

2.5 

2.0 

1.7 

28 

6.56 

0.90 

0.59 

4.7 

3.7 

8.1 

2.7 

2.3 

1.9 

1.6 

29 

6.33 

0.97 

0.61 

4.4 

3.5 

2.9 

2.5 

2.2 

1.7 

1.5 

30 

6.12 

1.04 

0.63 

4.1 

3.3 

2.7 

2.3 

2.0 

1.6 

1.4 

31 

5.92 

1.11 

0.65 

3.8 

3.1 

2.5 

2.2 

1.9 

1.5 

1.3 

82 

5.74 

1.18 

0.67 

3.6 

2.9 

2.3 

2.0 

1.8 

1.4 

1.2 

83 

5.56 

1.26 

0.69 

8.4 

2.7 

2.2 

1.9 

1.7 

1.3 

1.1 

34 

5.40 

1.34 

0.71 

8.2 

2.5 

2.1 

1.8 

1.6 

1.3 

1.1 

85 

5.25 

1.42 

0.74 

3.0 

2.4 

S.O 

1.7 

1.5 

1.2 

1.0 

36 

5.10 

1.50 

0.76 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

0.9 

87 

4.96 

1.58 

O.V8 

2.6 

2.1 

1.8 

1.5 

1.3 

1.1 

0.9 

88 

4.83 

1.67 

0.80 

2.5 

2.0 

1.7 

1.5 

1.3 

1.0 

0.8 

39 

4.71 

1.76 

0.82 

2.4 

1.9 

1.6 

1.4 

1.2 

1.0 

0.8 

J  ** 

168    "                                                                  * 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

10K-INCH     I    BEAM,    No.  4,  HEAVY, 
45  LBS.  PER  FOOT. 

Depth,  10)6".    Width  of  Flanges,  4.92".    Thickness  of  Web,  0.79". 
Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 


g  -rf 

-i?s 

1  . 

•a  4 

Proper  distance,  in  feet,  center  to  center 

13 

js'g  J|g 

£  J§ 

f! 

of  beams,  for  Safe  Loads  of 

•S  g 

tjj  tcJ-tt_,  o 

•^   pj 

j§ 

Jo  "+ 

1  •£ 

5j§S 

S's 

100 

125 

150 

175 

200 

250 

300 

1  1 

-l-^  i  s 

Jl 

f^  § 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

3   3 

Jl  bo"2 

'S  5 

per 

per 

per 

per 

per 

per 

per 

£.f?.s 

« 

f* 

nf.ft. 

sq.ft. 

sfft 

sq.ft. 

sq.ft. 

sq.ft. 

•f& 

10 

15.32 

0.13 

0.23 

30.6 

24.5 

20.4 

17.5 

15.3 

12.3 

10.2 

11 

13.93 

0.16 

0.25 

25.3 

20.3 

16.9 

14.5 

12.7 

10.1 

8.4 

12 

12.77 

0.19 

0.27 

21.3 

17.0 

14.2 

12.2 

10.6 

8.5 

7.1 

18 

11.78 

0.22 

0.29 

18.1 

14.5 

12.1 

10.4 

9.1 

7.2 

6.0 

14 

10.94 

0.26 

0.32 

15.6 

12.5 

10.4 

8.9 

7.8 

6.3 

5.2 

15 

10.21 

0.30 

0.34 

13.6 

10.9 

9.1 

7.8 

6.8 

6.4 

4.5 

16 

9.58 

0.34 

0.36 

12.0 

9.6 

8.0 

6.8 

6.0 

4.8 

4.0 

17 

9.01 

0.38 

0.38 

10.6 

8.5 

7.1 

6.1 

6.3 

4.2 

3.5 

18 

8.51 

0.43 

0.41 

9.5 

7.6 

6.3 

6.4 

4.7 

8.8 

8.1 

19 

8.06 

0.48 

0.43 

8.5 

6.8 

6.7 

4.8 

4.2 

8.4 

2.8 

20 

7.68 

0.53 

0.45 

7.7 

6.1 

6.1 

4.4 

8.8 

3.1 

2.5 

21 

7.30 

0.58 

0.47 

7.0 

6.6 

4.6 

4.0 

8.5 

2.8 

2.3 

22 

6.98 

0.64 

0.50 

6.3 

5.1 

4.2 

3.6 

8.2 

2.5 

2.1 

23 

6.68 

0.70 

0.52 

5.8 

4.6 

3.9 

8.3 

2.9 

2.3 

1.9 

24 

6.38 

0.76 

0.54 

6.3 

4.2 

3.6 

8.0 

2.7 

2.1 

1.8 

25 

6.13 

0.82 

0.56 

4.9 

3.9 

8.3 

2.8 

2.5 

1.9 

1.6 

26 

5.89 

0.89 

0.59 

4.5 

3.6 

3.0 

2.6 

2.3 

1.8 

1.6 

27 

5.67 

0.96 

0.61 

4.2 

3.4 

2.8 

2.4 

2.1 

1.7 

1.4 

28 

5.47 

1.03 

0.63 

3.9 

3.1 

2.6 

2.2 

2.0 

1.6 

1.3 

29 

5.28 

1.11 

0.65 

3.6 

2.9 

2.4 

2.1 

1.8 

1.5 

1.2 

30 

5.11 

1.19 

0.68 

3.4 

2.7 

2.3 

1.9 

1.7 

1.4 

1.1 

31 

4.94 

1.27 

0.70 

3.2 

2.6 

2.1 

1.8 

1.6 

1.3 

1.1 

•32 

4.79 

1.35 

0.72 

3.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

33 

4.64 

1.44 

0.74 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

.9 

34 

4.51 

1.53 

0.77 

2.7 

2.1 

1.8 

1.5 

1.3 

1.1       .9 

35 

4.38 

1.62 

0.79 

2.5 

2.0 

1.7 

1.4 

1,3 

1.0  !     .8 

36 

4.26 

1.71 

0.81 

2.4 

1.9 

1.6 

1.4 

1.2 

.9      .8 

37 

4.14 

1.80 

0.83 

2.2 

1.8 

1.5 

1.3 

1.1 

.9      .7 

38 

4.03 

1.90 

0.86 

2.1 

1.7 

1.4 

1.2 

1.1 

.8j    ..7 

39 

3.93 

2.01 

0.88 

2.0 

1.6 

1.3 

1.2 

1.0 

.8  "i    .  .7 

^                                                             169                                                       ~~T£! 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

10^-INCH     I    BEAM.    No.  4,  LIGHT, 

31K  LBS.  PER  FOOT. 

Depth,  10>£".    Width  of  Flanges,  4.54".    Thickness  of  Web,  0.41". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

I* 

Hll 

!« 

fe 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

3-2 

^•73"  -*f  .^, 

if 

J| 

tfl*! 

*o  ,_ 

100 

125 

150 

175 

200 

250 

300 

J^'|  « 

'•iif 

t"*"    OT 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

s  g 

42  "H  bo"^ 

<a-3 

J> 

per 

per 

per 

per 

per 

per 

per 

cg^.2.2 

J 

^ 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.  ft. 

10 

12.56 

0.13 

0.16 

25.1 

20.1 

16.7 

14.4 

12.6 

10.0 

8.4 

11 

11.42 

0.16 

0.17 

20.8 

16.6 

13.8 

11.9 

10.4 

8.3 

6.9 

12 

10.47 

0.19 

0.19 

17.5 

14.0 

11.6 

10.0 

8.7 

7.0 

5.8 

13 

9.66 

0.22 

0.21 

14.9 

11.9 

9.9 

8.5 

7.4 

5.9 

5.0 

14 

8.97 

0.26 

0.22 

12.8 

10.2 

8.5 

7.3 

6.4 

5.1 

4.3 

15 

8.37 

0.30 

0.24 

11.2 

8.9 

7.4 

6.4 

5.6 

4.5 

3.7 

16 

7.85 

0.34 

0.25 

9.8 

7.8 

6.5 

5.6 

4.9 

3.9 

3.3 

17 

7.39 

0.38 

0.27 

8.7 

7.0 

5.8 

5.0 

4.3 

3.5 

2.9 

18 

6.98 

0.43 

0.28 

7.8 

6.2 

5.2 

4.4 

3.9 

3.1 

2.6 

19 

6.61 

0.48 

0.30 

7.0 

5.6 

4.6 

4.0 

3.5 

2.8 

2.3 

20 

6.28 

0.53 

0.32 

6.3 

5.0 

4.2 

3.6 

8.1 

2.5 

2.1 

21 

5.98 

0.58 

0.33 

5.7 

4.6 

8.8 

3.3 

2.8 

2.3 

1.9 

22 

5.71 

0.64 

0.35 

5.2 

4.2 

3.5 

3.0 

2.6 

2.1 

1.7 

23 

5.46 

0.70 

0.36 

4.8 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

24 

5.23 

0.76 

0.38 

4.4 

3.5 

2.9 

2.5 

2.2 

1.7 

1.5 

25 

5.02 

0.82 

0.39 

4.0 

3.2 

2.7 

2.3 

2.0 

1.6 

1.3 

26 

4.83 

0.89 

0.41 

3.7 

3.0 

2.5 

2.1 

1.9 

1.5 

1.2 

27 

4.65 

0.96 

0.43 

3.4 

2.8 

2.3 

2.0 

1.7 

1.4 

1.1 

28 

4.49 

1.03 

0.44 

3.2 

2.6 

2.1 

1.8 

1.6 

1.3 

1.1 

29 

4.33 

1.11 

0.46 

3.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

30 

4.19 

1.19 

0.47 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

.9 

31 

4.05 

1.27 

0.49 

2.6 

2.1 

1.7 

1.5 

1.3 

1.0 

.9 

32 

3.93 

1.35 

0.50 

2.5 

2.0 

1.6 

1.4 

1.2 

1.0 

.8 

33 

3.81 

1.44 

0.52 

2.3 

1.8 

1.5 

1.3 

1.2 

.9 

.8 

84 

3.69 

1.53 

0.54 

2.2 

1.7 

1.4 

1.2 

1.1 

.9 

.7 

35 

3.59 

1.62 

0.55 

2.1 

1.6 

1.4 

1.2 

1.0 

.8 

.7 

36 

3.49 

1.71 

0.57 

1.9 

1.6 

1.8 

1.1 

1.0 

.8 

.6 

37 

3.39 

1.80  0.58 

1.8 

1.5 

1.2 

1.1 

.9 

.7 

.6 

38 

3.31 

1.90  0.60 

1.7 

1.4 

1.2 

1.0 

.9 

.7 

.6 

39 

3.82 

2.01 

0.61 

1.7 

1.3 

1.1 

.9 

.8 

.7 

.6 

E 

170                                                  « 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

10-INCH     Z    BEAM,    No.  5,  HEAVY, 

45  LBS.  PER  FOOT. 

Deptk,  10".    Width  of  Flanges,  4.77".    Thickness  of  Web,  0.77". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

«  ^ 

l^?jla  . 

•2of 

Proper  distance,  in  feet,  center  to  center 

I  -s 

JsUJa0      feJI 

ef~ 

of  beams,  for  Safe  Loads  of 

H^SS 

2  "* 

J§ 

• 

f'S 

S-9 

** 

100 

125 

150 

175 

200      250 

300 

3  3. 

1 

•If 

^ 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

S  I 

«J  .£3          -3 

•S-2 

g-3 

per 

per 

per 

per 

per 

per 

per 

£:§.g.S 

« 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft 

11 

15.00 

0.14 

0.23 

30.0 

24.0 

20.0 

17.1 

15.0 

12.0 

10.0 

11 

13.64 

0.17 

0.25 

24.8 

19.8 

16.5 

14.2 

12.4 

9.9 

8.3 

12 

12.50 

0.20 

0.27 

20.8 

16.7 

13.9 

11.6 

10.4 

8.3 

6.9 

13 

11.54 

0.23 

0.29 

17.8 

14.2 

11.8 

10.1 

8.9 

7.1 

5.9 

14 

10.71 

0.27 

0.32 

15.3 

12.2 

10.2 

8.7 

7.7 

6.1 

5.1 

15 

10.00 

0.31 

0.34 

13.3 

10.7 

8.9 

7.6 

6.7 

5.8 

4.4 

16 

9.38 

0.35 

0.36 

11.7 

9.4 

7.8 

6.7 

5.9 

4.7 

3.9 

17 

8.82 

0.40 

0.38 

10.4 

8.3 

6.9 

5.9 

5.2 

4.2 

3.5 

18 

8.33 

0.45 

0.41 

9.3 

7.4 

C.8 

5.3 

4.6 

3.7 

3.1 

19 

7.89 

0.50 

0.43 

8.3 

6.6 

5.5 

4.7 

4.2 

3.3 

2.8 

20 

7.50 

0.55 

0.45 

7.5 

6.0 

5.0 

4.3 

3.8 

8.0 

2.5 

21 

7.14 

0.61 

0.47 

6.8 

5.4 

4.5 

3.9 

3.4 

2.7 

2.9 

22 

6.82 

0.67 

0.50 

6.2 

5.0 

4.1 

3.5     3.1 

2.5 

2.1 

23 

6.52 

0.73 

0.52 

5.7 

4.5 

3.8 

3.2  !  2.8 

2.3 

1.9 

24 

6.25 

0.80 

0.54 

5.2 

4.1 

3.5 

2.9 

2.6 

2.1 

1.7 

25 

6.00 

0.87 

0.56 

4.8 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

26 

5.77 

0.94 

0.59 

4.4 

3.6 

3.0 

2.5 

2.2 

1.8 

1.5 

27 

5.56 

1.01 

0.61 

4.1 

8.3 

2.8 

2.4 

2.1 

1.6 

1.4 

28 

5.36 

1.09 

0.63 

3.8 

3.1 

2.6 

2.2 

.9 

1.5 

1.3 

29 

5.17 

1.17 

0.65 

3.6 

2.9 

2.4 

2.0 

.8 

1.4 

1.2 

30 

5.00 

1.25 

0.68 

3.3 

2.7 

2.2 

1.9 

.7 

1.3 

1.1 

31 

4.84 

1.33 

0.70 

3.1 

2.5 

2.1 

1.8 

.6 

1.2 

1.0 

32 

4.69 

1.42 

0.72 

2.9 

2.3 

1.9 

1.7 

.5 

1.2 

1.0 

33 

4.55 

1.51 

0.74 

2.8 

2.2 

1.8 

1.6 

.4 

11 

.9 

34 

4.41 

1.60 

0.77 

2.6 

2.1 

1.7 

1.5 

.8 

1.0 

.9 

35 

4.29 

1.70 

0.79 

2.4 

2.0 

1.8 

1.4 

1.2 

1.0 

.8 

36 

4.17 

1.80 

0.81 

2.3 

1.9 

1.5 

1.3 

1.2 

.9 

.8 

37 

4.05  1  1.90 

0.83 

2.2 

1.8 

1.5 

1.3 

1.1 

.9 

.7 

38 

3.95  12.01 

0.86 

2.1 

1.7 

1.4 

1.2 

1.0 

.8 

.7 

39 

3.85    2.11 

0.88 

2.0 

1.6 

1.3 

1.1 

1.0 

.8 

.7 

m                                      r* 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

1O-INCH     I    BEAM,   No.   5,   LIGHT, 

30  LBS.  PER  FOOT. 

Depth,  10".    Width  of  Flanges,  4.32".    Thickness  of  Web,  0.32". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

n 

!§  -~ 

tlf* 

If 

if 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

8  £ 

Sfi? 

1  .9 

100 

125 

150 

175 

200 

250 

300 

jl   g; 

J3~°'S  3 

!•* 

S   M 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

«   S 

ilSc 

i-3 

'3  Ji 

per 

per 

per 

per 

per 

per 

per 

oa  ^  .2  .5 

« 

** 

si.  ft. 

84.  ft 

si.  ft 

si.  ft. 

If.  ft 

si.  ft. 

si.  ft. 

10 

12.00 

0.14 

0.15 

24.0 

19.2 

16.0 

13.7 

12.0 

9.6 

8.0 

11 

10.91 

0.17 

0.17 

19.8 

15.9 

13.2 

11.3 

9.9 

7.9 

6.6 

12 

10.00 

0.20 

0.18 

1G.7 

13.3 

11.1 

9.5 

8.3 

6.7 

5.6 

13 

9.23 

0.23 

0.20 

14.2 

11.4 

9.5 

8.1 

7.1 

5.7 

4.7 

14 

8.57 

0.27 

0.21 

12.2 

9.8 

8.2 

7.0 

6.1 

4.9 

4.1 

15 

8.00 

0.31 

0.23 

10.7 

8.5 

7.1 

6.1 

5.3 

4.3 

3.6 

16 

7.50 

0.35 

0.24 

9.4 

7.5 

6.3 

5.4 

4.7 

3.8 

3.1 

17 

7.06 

0.40 

0.26 

8.3 

6.6 

5.5 

4.7 

4.2 

3.3 

2.8 

18 

6.67 

0.45 

0.27 

7.4 

5.9 

4.9 

4.2 

3.7 

3.0 

2.5 

19 

6.32 

0.50 

0.29 

6.7 

5.3 

4.4 

3.8 

3.3 

2.7 

2.2 

20 

6.00 

0.55 

0.30 

6.0 

4.8 

4.0 

3.4 

3.0 

2.4 

2.0 

21 

5.71 

0.61 

0.32 

5.4 

4.4 

3.6 

3.1 

2.7 

2.2 

1.8 

22 

5.45 

0.67 

0.33 

5.0 

4.0 

3.3 

2.8 

2.5 

2.0 

1.7 

23 

5.22 

0.73 

0.35 

4.5 

8.6 

3.0 

2.6 

2.3 

1.8 

1.5 

24 

5.00 

0.80 

0.36 

4.2 

3.3 

2.8 

2.4 

2.1 

1.7 

1.4 

25 

4.80 

0.87 

0.38 

3.8 

3.1 

2.6 

2.2 

1.9 

1.5 

1.3 

26 

4.62 

0.94 

0.39 

8.6 

2.8 

2.4 

2.0 

1.8 

1.4 

1.2 

27 

4.44 

1.01 

0.41 

3.3 

2.6 

2.2 

1.9 

1.6 

1.3 

1.1 

28 

4.29 

1.09 

0.42 

3.1 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

29 

4.14 

1.17 

0.44 

2.9 

2.3 

1.9 

1.6 

1.4 

1.1 

.9 

30 

4.00 

1.25 

0.45 

2.7 

2.1 

1.8 

1.5 

1.8 

1.1 

.9 

31 

3.87 

1.33 

0.47 

2.5 

2.0 

1.7 

1.4 

1.2 

1.0 

.8 

32 

3.75 

1.42 

0.48 

2.3 

1.9 

1.6 

1.3 

1.2 

.9 

.8 

33 

3.64 

1.51 

0.50 

2.2 

1.8 

1.5 

1.3 

1.1 

.9 

.7 

34 

3.53 

1.60 

0.51 

2.1 

1.7 

1.4 

1.2 

1.0 

.8 

.7 

35 

3.43 

1.70 

0.53 

2.0 

1.6 

1.3 

1.1 

1.0 

.8 

.7 

36 

8.33 

1.80 

0.54 

1.9 

1.5 

1.2 

1.1 

.9 

.7 

.6 

37 

8.24 

1.90 

0.56 

1.8 

1.4 

1.2 

1.0 

.9 

.7 

.6 

38 

3.16 

2.01 

0.57 

1.7 

1.3 

1.1 

.9 

.8 

.7 

.6 

39 

3.08 

2.11 

0.59 

1.6 

1.3 

1.1 

.9 

.8 

.6 

.5 

P                                                              172                                                             ^ 

DEARBORN  FOUNDRY  COMPANY. 

Carne&ie  Iron  Sections. 

9-INCH    I    BEAM,     No.   6,   HEAVY, 
33  LBS.  PER  FOOT. 

Depth,  9".    "Width  of  Flanges,  4.33".    Thickness  of  Web,  0.58". 
Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 


jj 

ill 

!i 

•So5 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of     £ 

rifib 

p 

°   «*-t 

100 

125 

150 

175 

200 

250 

300 

§  §< 

-111 

wt 

-*•»      ° 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

il  1* 

-s-i^-3 

i-^ 

•SP  § 

per 

per 

per 

per 

per 

per 

per 

ilJra 

£ 

sq.ft. 

sq.ft. 

sift. 

sq.ft. 

sj-ft. 

sq.ft. 

sift 

10 

10.40 

0.15 

0.17 

20.8 

16.6 

13.9 

11.9 

10.4 

8.3 

6.9 

11 

9.45 

0.19 

0.18 

17.2 

13.8 

11.5 

9.8 

8.6 

6.9 

5.7 

12 

8.67 

0.22 

0.20 

14.5 

11.6 

9.6 

8.3 

7.2 

5.8 

4.8 

13 

8.00 

0.26 

0.22 

12.3 

9.8 

8.2 

7.0 

6.2 

4.9 

4.1 

14 

7.43 

0.30 

0.23 

10.6 

8.5 

7.1 

6.1 

5.3 

4.2 

3.5 

15 

6.93 

0.35 

0.25 

9.2 

7.4 

6.2 

5.3 

4.6 

3.7 

3.1 

16 

6.50 

0.40 

0.26 

8.1 

6.5 

6.4 

4.6 

4.1 

3.3 

2.7 

17 

6.12 

0.45 

0.28 

7.2 

5.8 

4.8 

4.1 

3.6 

2.9 

2.4 

18 

5.78 

0.50 

0.30 

6.4 

6.1 

4.3 

3.7 

3.2 

2.6 

2.1 

19 

5.47 

0.56 

0.31 

5.8 

4.6 

3.8 

8.3 

2.9 

2.3 

1.9 

20 

5.20 

0.62 

0.33 

5.2 

4.2 

8.5 

3.0 

2.6 

2.1 

1.7 

21 

4.95 

0.68 

0.35 

4.7 

8.8 

8.1 

2.7 

2.4 

1.9 

1.6 

22 

4.73 

0.75 

0.36 

4.3 

3.4 

2.9 

2.5 

2.2 

1.7 

1.4 

23 

4.52 

0.82 

0.38 

3.0 

0.1 

2.6 

2.3 

2.0 

1.6 

1.3 

24 

4.33 

0.89 

0.40 

3.6 

2.9 

2.4 

2.1 

1.8 

1.4 

1.2 

25 

4.16 

0.96 

0.41 

3.3 

2.7 

2.2 

1.9 

1.7 

1.3 

1.1 

26 

4.00 

1.04 

0.43 

3.1 

2.5 

2.1 

1.8 

1.5 

1.2 

1.0 

27 

3.85 

1.12 

0.45 

2.9 

2.3 

1.9 

1.6 

1.4 

1.1 

.9 

£8 

3.71 

1.20 

0.46 

2.7 

2.1 

1.8 

1.5 

1.3 

1.1 

.9 

29 

3.59 

1.29 

0.48 

2.5 

2.0 

1.6 

1.4 

1.2 

1.0  |     .8 

30 

3.47 

1.39 

0.50 

2.3 

1.8 

1.5 

1.3 

1.2 

.9 

.8 

31 

3.35 

1.48 

0.51 

2.2 

1.7 

1.4 

1.2 

1.1 

.9 

.7 

32 

3.25 

1.58 

0.53 

2.0 

1.6 

1.4 

1.1 

1.0 

.8 

.7 

33 

3.15 

1.68 

0.55 

1.9 

1.5 

1.3 

1.1 

1.0 

.8 

.6 

34 

3.06 

1.78 

0.56 

1.8 

1.4 

1.2 

1.0 

.9 

.7 

.6 

35 

2.97 

1.89 

0.58 

1.7 

1.4 

1.1 

1.0 

.9 

.7 

.6 

86 

2.89 

2.00 

0.59 

1.6 

1.3 

1.1 

.9 

.8 

.6 

.5 

87 

2.81 

2.11 

0.61 

1.5 

1.2 

1.0 

.9 

.8 

.6 

.5 

38 

2.74 

2.22 

0.63 

1.4 

1.2 

1.0 

.8 

.7 

.6 

.5 

89 

2.67 

2.34 

0.64 

1.4 

1.1 

.9 

.8 

.7 

.5 

•    .5 

1 

- 

P                                                                173 

Jj       .-  -    -—  ^  -  -  --  -  -  -.--.       -..      ft 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

9-INCH    I    BEAM,     No.   6,   LIGHT, 

23)£  LBS.  PER  FOOT. 

Depth,  9".    Width  of  Flanges,  4.01  ".    Thickness  of  Web,  0.26". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

|^ 

Ifs?^ 

!,« 

.9 

Proper  distance,  in  feet,  center  to  center 

II 

|1|| 

!tj 

Ji 

of  beams,  for  Safe  Loads  of 

8  f 

iffi- 

.2 

;5 

100 

125 

150 

175 

200 

250 

300 

•«   ^ 

-3:1  ^  | 

o    c& 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

«       CO 

2  m  bO 

'»  .3 

per 

per 

per 

per 

per 

per 

per 

£;s.9.s 

« 

5 

sq.ft. 

sq.  ft. 

sq.  ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.  ft. 

10 

8.68 

0.15 

0.12 

17.4 

18.9 

11.6 

9.9 

8.7 

6.9 

5.8 

11 

7.89 

0.19 

0.13 

14.4 

11.5 

9.6 

8.2 

7.2 

5.7 

4.8 

12 

7.23 

0.22 

0.14 

12.1 

9.6 

8.0 

6.9 

6.0 

4.8 

4.0 

13 

6.68 

0.26 

0.15 

10.3 

8.2 

6.9 

5.9 

5.1 

4.1 

8.4 

14 

6.20 

0.30 

0.16 

8.9 

7.1 

5.9 

5.1 

4.4 

3.5 

2.9 

15 

5.79 

0.35 

0.18 

7.7 

6.2 

5.1 

4.4 

3.9 

3.1 

2.6 

16 

5.43 

0.40 

0.19 

6.8 

5.4 

4.5 

3.9 

3.4 

2.7 

2.3 

17 

5.11 

0.45 

0.20 

6.0 

4.8 

4.0 

3.4 

3.0 

2.4 

2.0 

18 

4.82 

0.50 

0.21 

5.4 

4.3 

3.6 

3.0 

2.7 

2.1 

1.8 

19 

4.57 

0,56 

0.22 

4.8 

3.8 

3.2 

2.7 

2.4 

1.9 

1.6 

20 

4.34 

0.62 

0.24 

4.3 

3.5 

2.9 

2.5 

2.2 

1.7 

1.4 

21 

4.13 

0.68 

0.25 

3.9 

8.2 

2.6 

2.2 

2.0 

1.6 

1.3 

22 

3.95 

0.75 

0.26 

3.6 

2.9 

2.4 

2.0 

1.8 

1.4 

1.2 

23 

3.77 

0.82 

0.27 

3.3 

2.6 

2.2 

1.9 

1.6 

1.3 

1.1 

24 

3.62 

0.89 

0.28 

3.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

25 

8.47 

0.96 

0.29 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

.9 

26 

3.34 

1.04 

0.31 

2.6 

2.0 

1.7 

1.5 

1.3 

1.0 

.9 

27 

3.21 

1.12 

0.32 

2.4 

1.9 

1.6 

1.4 

1.2 

1.0 

.8 

28 

3.10 

1.20 

0.33 

2.2 

1.8 

1.5 

1.8 

1.1 

.9 

.7 

29 

2.99 

1.29 

0.34 

2.1 

1.6 

1.4 

1.2 

1.0 

.8 

.7 

30 

2.89 

1.39 

0.35 

1.9 

1.5 

1.3 

1.1 

1.0 

.8 

.6 

31 

2.80 

1.48 

0.36 

1.8 

1.4 

1.2 

1.0 

.9 

.7 

.6 

32 

2.71 

1.58 

0.38 

1.7 

1.4 

1.1 

1.0 

.9 

.7 

.6 

33 

2.63 

1.68 

0.39 

1.6 

1.3 

1.1 

.9 

.8 

.6 

.5 

34 

2.55 

1.78 

0.40 

1.5 

1.2 

1.0 

.9 

.8 

.6 

•5 

35 

2.48 

1.89 

0.41 

1.4 

1.1 

.9 

.8 

.7 

.6 

.5 

36 

2.41 

2.00 

0.42 

1.3 

1.1 

.9 

.8 

.7 

.5 

.4 

37 

2.35 

2.11 

0.43 

1.3 

1.0 

.8 

.7 

.6 

.5 

.4 

38 

2.28 

2.22 

0.45 

1.2 

1.0 

.8 

.7 

.6 

.5 

.4 

39 

2.23 

2.34 

0.46 

1.2      .9 

.8 

.7 

.6 

.5 

.4 

B                                                   174                                                  « 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

8-INCH     I    BEAM,     No.   8,   HEAVY, 
35  LBS.  PER  FOOT. 

Depth,  8".    Width  of  Flanges,  4.29".    Thickness  of  Web,  0.79". 
Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 


"i  2 

tip 

|| 

Ji 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

•*  ^. 

Jri? 

«3 

•sj 

100 

125 

150 

175 

200 

250 

300 

,0    eL 

Jl-^  ®  a 

•-3  if 

t**  m 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

a  I* 

--2  •«  to"^ 

tiJl 

1 

per 

per 

per 

per 

343  .g.S 

<§ 

^ 

4.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft.    sq.ft. 

sfft. 

5 

18.08 

0.04 

0.09 

72.3 

57.9 

48.2 

41.3 

36.2  28.9 

24.1 

6 

15.07 

0.06 

0.11 

50.2 

40.2 

33.5 

28.7 

25.1  !  20.1 

16.7 

7 

12.91 

0.08 

0.12 

36.9 

29.5 

24.6 

21.1 

18.4   14.8 

12.3 

8 

11.30 

0.11 

0.14 

28.3 

22.6 

18.8 

16.1 

14.1  1  11.3 

9.4 

9 

10.04 

0.14 

0.16 

22.3 

17.8 

14.9 

12.7 

11.2 

8.9 

7.4 

10 

9.04 

0.17 

0.18 

18.1 

14.5 

12.1 

10.3 

9.0 

7.2 

6.0 

11 

822 

0.21 

0.19 

14.9 

12.0 

10.0 

8.5 

7.5 

6.0 

5.0 

12 

7.53 

0.25 

0.21 

12.6 

10.0 

8.4 

7.2 

6.3 

5.0 

4.2 

13 

6.95 

0.29 

0.23 

10.7 

8.6 

7.1 

6.1 

5.3 

4.3 

3.6 

14 

6.46 

0.84 

0.25 

9.2 

7.4 

6.2 

5.3 

4.6 

3.7 

3.1 

15 

6.03 

0.39 

0.26 

8.0 

6.4 

5.4 

4.6 

4.0 

8.2 

2.7 

16 

5.65 

0.44 

0.28 

7.1 

5.6 

4.7 

4.0 

3.5 

2.8 

2.4 

17 

5.32 

0.50 

0.30 

6.3 

5.0 

4.2 

3.6 

8.1 

2.5 

2.1 

18 

5.02 

0.56 

0.32 

5.6 

4.5 

3.7 

3.2 

2.8 

2.2 

1.9 

19 

4.76 

0.62 

0.33 

5.0 

4.0 

3.3 

2.9 

2.5 

2.0 

1.7 

20 

4.52 

0.69 

0.35 

4.5 

3.6 

3.0 

2.6 

2.3 

1.8 

1.5 

21 

4.30 

0.76 

0.37 

4.1 

8.3 

2.7 

2.3 

2.0 

1.6 

1.4 

22 

4.11 

0.84 

0.39 

3.7 

3.0 

2.5 

2.1 

1.9 

1.5 

1.2 

23 

3.93 

0.92 

0.40 

3.4 

2.7 

2.3 

2.0 

1.7 

1.4 

1.1 

24 

3.77 

1.00 

0.42 

3.1 

2.5 

2.1 

1.8 

1.6 

1.3 

1.0 

25 

3.62 

1.08 

0.44 

.2.9 

2.3 

1.9 

1.7 

1.4 

1.8 

1.0 

26 

3.48 

1.17 

0.43 

2.7 

2.1 

1.8 

1.5 

1.3 

1.1 

.9 

27 

3.35 

1.26 

0.47 

2.5 

2.0 

1.6 

1.4 

1.2 

1.0 

.8 

28 

3.23 

1.36 

0.49 

2.3 

1.8 

1.5 

1.3 

1.2 

.9 

.8 

29 

3.12 

1.46 

0.51 

2.2 

1.7 

1.4 

1.2 

1.1 

.9 

.7 

30 

3.01 

1.56 

0.53 

2.0 

1.6 

1.3 

1.1 

1.0 

.8 

.7 

31 

2  92 

1.67 

0.54 

1.9 

1.5 

1.2 

1.1 

.9 

.8 

.6 

32 

2.83 

1.78 

0.56 

1.8 

1.4 

1.2 

1.0 

.9 

.7 

.6 

33 

2.74 

1.89 

0.58 

1.7 

1.3 

1.1 

.9 

.8 

.7 

.6 

34 

2.66 

2.00 

0.60 

1.6 

1.2 

1.0 

.9 

.8 

.6 

.5 

175                                                                *H 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

8-INCH     X    BEAM,    No.   8,   LIGHT, 

22  LBS.  PER  FOOT. 

Depth,  8".    Width  of  Flanges,  3.81".    Thickness  of  Web,  0.31". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

a* 

ii^2: 

1, 

|* 

Proper  distance,  in  feet,  center  to  center 

1  1 

|1|| 

|J 

of  beams,  for  Safe  Loads  of 

s  -i 

•Slsi's 

I  A 

•8§ 

100 

125 

150 

175 

200 

250 

300 

-H  1: 

Jl^'i  s 

'iif 

fea 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

*lbs. 

Ibs. 

i=    8 

-2  'I  bo45 

«§  -2 

zl 

per 

per 

per 

per 

per 

per 

per 

c^^.S.S 

« 

^ 

sq.  ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

sq.ft. 

5 

14.00 

0.04 

0.06 

56.0 

44.8 

37.3 

32.0 

28.0 

22.4 

18.7 

6 

11.67 

0.06 

0.07 

38.9 

81.1 

25.9 

22.2 

19.5 

15.6 

13.0 

7 

10.00 

0.08 

0.08 

28.6 

22.9 

19.0 

16.3 

14.3 

11.4 

9.5 

8 

8.75 

0.11 

0.09 

21.9 

17.5 

14.6 

12.5 

10.9 

8.8 

7.3 

9 

7.78 

0.14 

0.10 

17.3 

13.8 

11.5 

9.9 

8.6 

6.9 

5.8 

10 

7.00 

0.17 

0.11 

14.0 

11.2 

9.3 

8.0 

7.0 

5.6 

4.7 

11 

6.36 

0.21 

0.12 

11.6 

9.2 

7.7 

6.6 

5.8 

4.6 

3.9 

12 

5.83 

0.25 

0.13 

9.7 

7.8 

6.5 

5.6 

4.9 

3.9 

3.2 

13 

5.38 

0.29 

0.14 

8.3 

6.6 

5.5 

4.7 

4.1 

3.3 

2.8 

14 

5.00 

0.34 

0.15 

7.1 

5.7 

4.8 

4.1 

3.6 

2.9 

2.4 

15 

4.67 

0.39 

0.17 

6.2 

5.0 

4.2 

3.6 

3.1 

2.5 

2.1 

16 

4.38 

0.44 

0.18 

5.5 

4.4 

3.7 

3.1 

2.7 

2.2 

1.8 

17 

4.12 

0.50 

0.19 

4.9 

3.9 

3.2 

2.8 

2.4 

1.9 

1.6 

18 

3.89 

0.56 

0.20 

4.3 

8.5 

2.9 

2.5 

2.2 

1.7 

1.4 

19 

3.68 

0.62 

0.21 

b.9 

3.1 

2.6 

2.2 

1.9 

1.5 

20 

3.50 

0.69 

0.22 

3.5 

2.8 

2.3 

2.0 

1.8 

1.4 

1.2 

21 

3.33 

0.76 

0.23 

3.2 

2.5 

2.1 

1.8 

1.6 

1.3 

1.1 

22 

3.18 

0.84 

0.24 

2.9 

2.3 

1.9 

1.7 

1.4 

1.2 

1.0 

23 

3.04 

0.92 

0.25 

2.6 

2.1 

1.8 

1.5 

1.3 

1.1 

.9 

24 

2.92 

1.00 

0.26 

2.4 

1.9 

1.6 

1.4 

1.2 

1.0 

.8 

25 

2.80 

1.08 

0.28 

2.2 

1.8- 

1.5 

1.3 

1.1 

.9 

.7 

26 

2.69 

1.17 

0.29 

2.1 

1.7 

1.4 

1.2 

1.0 

.8 

.7 

27 

2.59 

1.26 

0.30 

1.9 

1.5 

1.3 

1.1 

1.0 

.8 

.6 

28 

2.50 

1.36 

0.31 

1.8 

1.4 

1.2 

1.0 

.9 

.7 

.6 

29 

2.41 

1.46 

0.32 

1.7 

1.3 

1.1 

.9 

.8 

.7 

.& 

80 

2.33 

1.56 

0.33 

1.6 

1.2 

1.0 

.9 

.8 

.6 

.5 

31 

2.26 

1.67 

0.34 

1.5 

1.2 

1.0 

.8 

.7 

.6 

.a 

32 

2.19 

1.78 

0.35 

1.4 

1.1 

.9 

.8 

.7 

.5 

.5 

33 

212 

1.89 

0.36 

13 

1  0 

9 

7 

6 

.5 

c 

34 

2.06 

2.00 

0.37 

1.2 

1.0 

1 

•7 

.6 

.5 

.4 

176                                                      tm 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

7-INCH     I    BEAM,     No.   8,   HEAVY, 
25  LBS.  PER  FOOT. 

Depth,  1".    Width  of  Flanges,  8.91".    Thickness  of  Web,  0.53" 
Maximum  fiber  straiD  =  12000  Ibs.  per  square  inch. 


1-1 

•g  g 

Pll 

|l' 

rt 

ll 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

If 

lit? 

100 

125 

150 

175 

200 

250 

300 

1  1 

li" 

•*»     ° 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

s  5a 

o  *jg  *^  -is 

o   o 

'S3   o 

per 

per 

per 

per 

per 

per 

per 

^^1.2.2 

I 

£~ 

4-a 

sfft. 

si.  ft 

sq.ft. 

sa.fi 

sC.ft. 

5 

12.40 

0.05 

0.06 

49.6  39.7 

33.1 

28.3 

24.8 

19.8 

16.5 

6 

10.33 

0.07 

0.08 

34.4  !  27.5 

23.0 

19.7 

17.2 

13.8 

11.5 

7 

8.86 

0.10 

0.09 

25.3 

20.2 

16.9 

14.5 

12.7 

10.1 

8.4 

8 

7.75 

0.13 

0.10 

19.4 

15.5 

12.9 

11.1 

9.7 

7.8 

6.5 

9 

6.89 

0.16 

0.11 

15.3 

12.2 

10.2 

8.7 

7.7 

6.1 

5.1 

10 

6.20 

0.20 

0.13 

12.4 

9.9 

8.3 

7.1 

6.2 

5.0 

4.1 

11 

5.64 

0.24 

0.14 

10.3!  8.2 

6.8- 

5.9 

5.1 

4.1 

3.4 

12 

5.17 

0.28 

0.15 

8.6 

6.9 

5.7 

4.9 

4.3 

3.4 

2.9 

13 

4.77 

0.33 

0.16 

7.3 

5.9 

4.9 

4.2 

3.7 

2.9 

2.4 

14 

4.43 

0.39 

0.18 

6.3 

5.1 

4.2 

3.6 

3.2 

2.5 

2.1 

15 

4.13 

0.45 

0.19 

5.5 

4.4 

8.7 

84 

2.8 

2.2 

1.8 

16 

3.88 

0.51 

0.20 

4.9 

3.9 

3.2 

2.8 

2.4 

1.9 

1.8 

17 

3.65 

0.57 

0.21 

4.3 

3.4 

2.9 

2.5 

2.1 

1.7 

1.4 

18 

3.44 

0.64 

0.23 

3.8 

3.1 

2.5 

2.2 

1.9 

1.5 

1.3 

19 

8.26 

0.71 

0.24 

3.4 

2.7 

2.3 

2.0 

1.7 

1.4 

1.1 

20 

3.10 

0.79 

0.25 

3.1 

2.5 

2.1 

1-8 

1.5 

1.2 

1.0 

21 

2.95 

0.87- 

0.26 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

.9 

22 

2.82 

0.96 

0.28 

2.6 

2.0 

1.7 

1.5 

1.3 

1.0 

.9 

23 

2.70 

1.05 

0.29 

2.4 

1.9 

1.6 

1.3 

1.2 

.9 

.8 

24 

2.58 

1.14 

0.30 

2.2 

1.7 

1.4 

1.2 

1.1 

.9 

.7 

25 

2.48 

1.24 

0.31 

2.0 

1.6 

1.3 

1.1 

1.0 

.8 

.7 

26 

2.38 

1.34 

0.33 

1.8 

1.5 

1.2 

1.0 

.9 

.7 

.6 

27 

2.30 

1.44 

0.34 

1.7 

1.4 

1.1 

1.0 

.9 

.7 

.6 

28 

2.21 

1.55 

0.35 

1.6 

1.3 

1.1 

.9 

.8 

.6 

.5 

29 

2.14 

1.66 

0.36 

1.5 

1.2 

1.0 

.8 

.7 

.6 

.5 

• 

v 

IT!                                                                 '•* 

r-                                                                     —  i 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

7-INCH    T    BEAM,     Ko.  9,  LIGHT, 

18  LBS.  PER  FOOT. 

Depth,  7".    Width  of  Flanges,  3.61".    Thickness  of  Web,  0.23". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

JLI 

|.a 

PI 

fj 

*l 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

§  -g 

•alii 

^«M 

100 

125 

150 

175 

200 

250 

300 

Js  1: 

15 

33   m 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

IFs. 

Ibs. 

Ibs. 

3  2 

illi 

|j 

jf| 

per 
sq.ft. 

sqfft. 

ft 

per 
sq.ft. 

per 

s5.fi 

J£*. 

per 
sift. 

5 

10.48 

0.05 

0.05 

41.9 

33.5 

27.9 

24.0 

21.0 

16.8 

14.0 

6 

8.73 

0.07 

0.05 

29.1 

23.3 

19.4 

16.6 

14.6 

11.6 

9.7 

7 

7.49 

0.10 

0.06 

21.4 

17.1 

14.3 

12.2 

10.7 

8.6 

7.1 

8 

6.55 

0.13 

0.07 

16.4 

13.1 

10.9 

9.4 

8.2 

6.6 

5.5 

9 

5.82 

0.16 

0.08 

12.9 

10.3 

8.6 

7.4- 

6.5 

5.2 

4.3 

10 

5.24 

0.20 

0.09 

10.5 

8.4 

7.0 

6.0 

5.2 

4.2 

3.5 

11 

4.76 

0.24 

0.10 

8.7 

6.9 

5.8 

4.9 

4.3 

3.5 

2.9 

12 

4.37 

0.28 

0.11 

7.3 

5.8 

4.9 

4.2 

3.6 

2.9 

2.4 

13 

4.03 

0.33 

0.12 

6.2 

5.0 

4.1 

3.5 

3.1 

2.5 

2.1 

14 

3.74 

0.39 

0.13 

5.3 

4.3 

3.6 

8.1 

2.7 

2.1 

1.8 

15 

3.49 

0.45 

0.14 

4.7 

3.7 

8.1 

2.7 

2.3 

1.9 

1.6 

16 

3.28 

0.51 

0.14 

4.1 

3.3 

2.7 

2.3 

2.1 

1.6 

1.4 

17 

3.08 

0.57 

0.15 

8.6 

2.9 

2.4 

2.1 

1.8 

1.4 

1.2 

18 

2.91 

0.64 

0.16 

3.2 

2.6 

2.2 

1.8 

1.8 

1.3 

1.1 

19 

2.76 

0.71 

0.17 

2.9 

2.3' 

1.9 

1.7 

1.5 

1.1 

1.0 

20 

2.62 

0.79 

0.18 

2.6 

2.1 

.7 

1.5 

1.3 

1.0 

.9 

21 

250 

0.87 

0.19 

2.4 

1.9 

.6 

1.4 

1.2 

1.0 

.8 

22 

238 

096 

0.20 

22 

17 

4 

1  2 

1  1 

9 

7 

23 

2.28 

1.05 

0.21 

2.0 

1.6 

.3 

1.1 

1.0 

.8 

.7 

24 

2.18 

1.14 

0.22 

1.8 

1.4 

.2 

1.0 

.9 

.7 

.6 

25 

2.10 

1.24 

0.23 

1.7 

1.3 

1.1 

1.0 

.8 

.7 

.8 

26 

2.02 

1.34 

0.23 

1.6 

1.2 

1.0 

.9 

.8 

.6 

.5 

27 

1.94 

1.44 

0.24 

1.4 

1.2 

1.0 

.8 

.7 

.6 

.5 

23 

1.87 

1.55 

0.25 

1.3 

1.1 

.9 

.8 

.7 

.5 

.4 

29 

1.81 

1.66 

0.26 

1.2 

1.0 

.8 

.7 

.6 

.5 

.4 

* 

178 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

6-INCH     Z    BEAM,     No.    10,   HEAVY, 

18  LBS.  PER  FOOT. 

Depth,  6".    Width  of  Flanges,  3.46".    Thickness  of  Web,  0.46" 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

M 

fill 

fl 

a 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

J-2 

•|J 

J§ 

s  n 

rt§ 

J.S 

"S«« 

100 

125 

150 

175 

200 

250 

300 

js  §« 

o"**" 

tm 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

«  s" 

«2-i  ba~ 

Jj  j| 

j| 

per 

per 

per 

per 

per 

per 

per 

£;3.S.S 

« 

f*~ 

si.  ft. 

S0[.ft. 

81-  ft. 

si.fi. 

si.  ft. 

4ft. 

sq.ft. 

5 

7.58 

0.06 

0.05 

30.3 

24.3 

20.2 

17.3 

15.2 

12.1 

10.1 

6 

6.32 

0.08 

0.05 

21.1 

16.9 

14.0 

12.0 

10.5 

8.4 

7.0 

7 

5.42 

0.11 

0.06 

15.5 

12.4 

10.3 

8.9 

7.7 

6.2 

5.2 

8 

4.74 

0.15 

0.07 

11.9 

9.5 

7.9 

6.8 

5.9 

4.7 

4.0 

9 

4.21 

0.19 

0.08 

9.4 

7.5 

6.2 

5.3 

4.7 

3.7 

3.1 

10 

3.79 

0.23 

0.09 

7.6 

6.1 

5.1 

4.3 

3.8 

3.0 

2.5 

11 

3.45 

0.28 

0.10 

6.3 

5.0 

4.2 

3.6 

3.1 

2.5 

2.1 

12 

3.16 

0.33 

0.11 

5.3 

4.2 

3.5 

3.0 

2.6 

2.1 

1.8 

13 

2.92 

0.39 

0.12 

4.5 

3.6 

3.0 

2.6 

2.2 

1.8 

1.5 

14 

2.71 

0.45 

0.13 

3.9 

3.1 

2.6 

2.2 

1.9 

1.5 

1.3 

15 

2.53 

0.52 

0.14 

3.4 

2.7 

2.2 

1.9 

1.7 

1.3 

1.1 

16 

2.37 

0.59 

0.14 

3.0 

2.4 

2.0 

1.7 

1.5 

1.2 

1.0 

17 

2.23 

0.67 

0.15 

2.6 

2.1 

1.7 

1.5 

1.3 

1.0 

.9 

18 

2.11 

0.75 

0.16 

2.3 

1.9 

1.6 

1.3 

1.2 

.9 

.8 

19 

2.00 

0.83 

0.17 

2.1 

1.7 

1.4 

1.2 

1.1 

.8 

.7 

20 

1.90 

0.92 

0.18 

1.9 

1.5 

1.3 

1.1 

1.0 

.8 

.6 

21 

1.81 

1.01 

0.19 

1.7 

1.4 

1.1 

1.0 

.9 

.7 

.6 

22 

1.72 

1.11 

0.20 

1.6 

1.2 

1.0 

.9 

.8 

.6 

.5 

23 

1.65 

1.22 

0.21 

1.4 

1.1 

1.0 

.8 

.7 

.6 

.5 

24 

1.58 

1.33 

0.22 

1.3 

1.1 

.9 

.8 

.7 

.5 

.4 

25 

1.52 

1.45 

0.23 

1.2 

1.0 

.8 

.7 

.6 

.5 

.4 

26 

1.46 

1.56 

0.23 

1.1 

.9 

.7 

.6 

.6 

.4 

.4 

27 

1.40 

1.68 

0.24 

1.0 

.8 

.7 

.6 

.5 

.4 

.3 

28 

1.35 

1.81 

0.25 

1.0 

.8 

.6 

.5 

.5 

.4 

.3 

29 

1.31 

1.95 

0.26 

.9 

.7 

.6 

.5 

.5 

.4 

.3 

o 

D                                                                      179                                                                      * 

o                                                                               a 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

6-INCH   .1    BEAM;     No.   10,   LIGHT, 

13K  LBS.  PER  FOOT. 

Depth,  6".    Width  of  Flanges,  3.24".    Thickness  of  Web,  0.24". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

II 

1^1^ 

Ills 

Ij 

a 

K 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

15 

f^-si 

•rfio 
•Mtj 

?! 

ii 

J  j 

100 
Ibs. 

125 
Ibs. 

150 
Ibs. 

175 
Ibs. 

200 
Ibs. 

250 
Ibs. 

300 
Ibs. 

«2  &  an 

MS 

per 

per 

2|ts 

> 

sq.ft. 

Sq.  ft. 

.{ft. 

sq.ft. 

«q.  ft. 

sq.ft. 

sq.  ft. 

5 

6.53 

0.06 

0.03 

26.1 

20.9 

17.4 

14.9 

13.1 

10.4 

8.7 

6 

5.44 

0.08 

0.04 

18.1 

14.5 

12.1 

10.4 

9.1 

7.3 

6.0 

7 

4.66 

0.11 

0.05 

13.3 

10.6 

8.9 

7.6 

6.7 

5.3 

4.4 

8 

4.08 

0.15 

0.05 

10.2 

8.2 

6.8 

5.8 

5.1 

4.1 

3.4 

i) 

3.63 

0.19 

0.06 

8.1 

e.5 

5.4 

4.6 

4.0 

3.2 

2.7 

10 

3.26 

0.23 

0.07 

6.5 

5.2 

4.4 

3.7 

3.3 

2.6 

2.2 

11 

2.97 

0.28 

0.07 

5.4 

4.3 

3.6 

3.1 

2.7 

2.2 

1.8 

12 

2.72 

0.33 

0.08 

4.5 

3.6 

3.0 

2.6 

2.3 

1.8 

1.5 

13 

2.51 

0.39 

0.09 

3.9 

3.1 

2.6 

2.2 

1.9 

1.5 

1.3 

14 

2.33 

0.45 

0.09 

3.3 

2.7 

2.2 

1.9 

1.7 

1.3 

1.1 

15 

2.18 

0.52 

0.10 

2.9 

2.3 

1.9 

1.7 

1.5 

1.2 

1.0 

16 

2.04 

0.59 

0.11 

2.6 

2.0 

1.7 

1.5 

1.3 

1.0 

.9 

17 

1.92 

0.67 

0.11 

2.3 

1.8 

1.5 

1.3 

1.1 

.9 

.8 

18 

1.81 

0.75 

0.12 

2.0 

1.6 

1.3 

1.1 

1.0 

.8 

.7 

19 

1.72 

0.83 

0.13 

1.8 

1.4 

1,2 

1.0 

.9 

.7 

.6 

20 

1.63 

092 

014 

Ifi 

1  3 

1  1 

q 

8 

7 

.5 

21 

L55 

1.01 

0.14 

1.5 

1.2 

1.0 

.8 

.7 

.6 

.5 

22 

1.48 

1.11 

0.15 

1.3 

1.1 

.9 

.8 

.7 

.5 

.5 

23 

1.42 

1.22 

0.16 

1.2 

1.0 

.8 

.7 

.6 

.5 

.4 

24 

1.36 

1.33 

0.16 

1.1 

.9 

.7 

.6 

.6 

.5 

.4 

25 

1.31 

1.45 

0.17 

1.0 

.8 

.7 

.6 

.5 

.4 

.4 

26 

1.26 

1.56 

0.18 

1.0 

.8 

.6 

.5 

.5 

.4 

.3 

27 

1.21 

1.68 

0.18 

.9 

.7 

.6 

.5 

.4 

.4 

.3 

28 

1.17 

1.81 

0.19 

.8 

.7 

.6 

.5 

.4 

.3 

.3 

29 

1.13 

1.95 

0.20 

.8 

.6 

.5 

.4 

.4 

.3 

.3 

B                                                                   180                                                                  IJl 

3  —                                                                                                           —  t 
DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

5-INCH    I    BEAM;,    No.   11,   HEAVY, 

13  LBS.  PER  FOOT. 

Depth,  5".    Width  of  Flanges,  2.91".    Thickness  of  Web,  0.405". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

Distance  between 
supports,  in  feet. 

Safe  load,  uniformly 
distributed,  (incM- 
ing  weight  of  beam,) 
in  tons  of  2000  Ibs. 

Deflection  under  this 
load,  in  inches. 

1 
P 

0.03 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

100 
Ibs. 
per 
*ft. 

18.2 

125 
Ibs. 

^k 

14.6 

150 
Ibs. 

#, 

12.1 

175 
Ibs. 

sfL 

200 
Ibs. 
per 
s<i.ft. 

250 
Ibs. 

J& 

300 
Ibs. 
per 
sq.  ft. 

6.1 

5 

4.56 

0.07 

10.4 

0.1 

7.3 

6 

3.79 

0.10 

0.04 

12.6 

10.1 

8.4 

7.2 

6.3 

5.1 

4.2 

7 

3.25 

0.14 

0.05 

9.3 

7.4 

6.2 

5.3 

4.6 

3.7 

3.1 

8 

2.85 

0.18 

0.05 

7.1 

5.7 

4.8 

4.1 

3.6 

2.9 

2.4 

9 

2.53 

0.23 

0.06 

5.6 

4.5 

3.7 

3.2 

2.8 

2.2 

1.9 

10 

2.28 

0.28 
0.34 

0.07 

4.6 
3.8 

3.6 
3.0 

3.0 

2.6 

2.3 

1.9 

1.8 
1.5 

1.5 
1.3 

11 

2.07 

0.07 

2.5 

2.1 

12 

1.90 

0.40 

0.08 

3.2 

2.5 

2.1 

1.8 

1.6 

1.3 

1.1 

13 

1.75 

0.47 

0.08 

2.7 

2.2 

1.8 

1.5 

1.3 

1.1 

.9 

14 

1.63 

0.55 

0.09 

2.3 

1.9 

1.6 

1.3 

1.2 

.9 

.8 

15 

1.52 

0.63 

0.10 

2.0 

1.6 

1.4 

1.2 

1.0 

.8 

.7 

16 

1.42 

0.71 

0.10 

1.8 

1.4 

1.2 

1.0 

.9 

.7 

.6 

17 

1.34 

0.80 

0.11 

1.6 

1.3 

1.0 

.9 

.8 

.6 

.5 

18 

1.26 

0.90 

0.12 

1.4 

1.1 

.9 

.8 

.7 

.6 

.5 

19 

1.20 

1.00 

0.12 

1.3 

1.0 

.8 

.7 

.6 

.5 

.4 

20 

1.14 

1.11 

0.13 

1.1 

.9 

.8 

.7 

.6 

.5 

.4 

21 

1.08 

1.22 

0.14 

1.0 

.8 

.7 

.6 

.5 

.4 

.3 

22 

1.03 

1.34 

0.14 

.9 

.8 

.6 

.5 

.5 

.4 

.3 

23 

.99 

1.47 

0.15 

.9 

.7 

.6 

.5 

.4 

.3 

.3 

24 

.95 

1.60 

0.16 

.8 

.6 

.5 

£ 

.4 

.3 

.3 
£ 

181                                                             <+ 

3  —                                                                                                                     —  % 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

5-INCH     Z    BEAM,    No.   11,  LIGHT, 

10  LBS.  PEB  FOOT. 

Depth,  5".    Width  of  Flanges,  2.73".    Thickness  of  Web,  0.225". 

Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

1  f 

ilia 

?! 

|I 

i! 

o  ^ 

fl 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

100 
Ibs. 
per 
sq.ft. 

125 

Ibs. 

12.6 

150 
Ibs. 

41 

175 
Ibs. 
per 
sq.ft. 

200 

Ibs. 

sfft. 

7.9 

250 
Ibs. 
per 
sq.ft. 

300 
Ibs. 
per 
sq.ft. 

5.3 

5 

3.95 

0.07 

0.03 

15.8 

10.5 

9.0 

6.3 

6 

3.29 

0.10 

0.03 

11.0 

8.8 

7.3 

6.3 

6.5 

4.4 

3.7 

7 

2.82 

0.14 

0.04 

8.1 

6.4 

5.4 

4.6 

4.0 

3.2 

2.7 

8 

2.47 

0.18 

0.04 

6.2 

4.9 

4.1 

3.5 

3.1 

2.5 

2.1 

9 

2.20 

0.23 

0.05 

4.9 

3.9 

3.3 

2.8 

2.4 

2.0 

1.6 

10 

1.98 
1.80 

0.28 

0.05 

4.0 

3.2 

2.6 

2.3 

2.0 
1.7 

1.6 

1.3 
1.1 

11 

0.34 

0.06 

3.3 

2.6 

2.2 

1.9 

1.3 

12 

1.65 

0.40 

0.06 

2.8 

2.2 

1.8 

1.6 

1.4 

1.1 

.9 

13 

1.52 

0.47 

0.07 

2.3 

1.9 

1.6 

1.3 

1.2 

.9 

.8 

14 

1.41 

0.55 

0.07 

2.0 

1.6 

1.3 

1.1 

1.0 

.8 

.7 

15 

1.32 

0.63 

0.08 

1.8 

1.4 

1.2 

1.0 

.9 

.7 

.6 

16 

1.24 

0.71 

0.08 

1.6 

1.2 

1.0 

.9 

.8 

.6 

.5 

17 

1.16 

0.80 

0.09 

1.4 

1.1 

.9 

.8 

.7 

.5 

.5 

18 

1.10 

0.90 

0.09 

1.2 

1.0 

.8 

.7 

.6 

.5 

.4 

19 

1.04 

1.00 

0.10 

1.1 

.9 

.7 

.6 

.5 

.4 

.4 

20 

.99 

1.11 

0.10 

1.0 

.8 

.7 

.6 

.5 

.4 

.3 

21 

.94 

1.22 

0.11 

.9 

.7 

.6 

.5 

.4 

.4 

.3 

22 

.90 

1.34 

0.11 

.8 

.7 

.5 

.5 

.4 

.3 

.3 

23 

.86 

1.47 

0.12 

.7 

.6 

.5 

.4 

.4 

.3 

.2 

24 

.82 

1.60 

0.12 

.7 

.5 

.4 

.4 

.3 

.3 

.2 

182                                                            ~~0= 

\  —                                                                               —  I 
DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

4-INCH     I    BEAM,    No.   12,  HEAVY, 
10  LBS.  PER  FOOT. 

Depth,  V.    Width  of  Flanges,  2.63".    Thickness  of  Web,  0.38". 
Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

Distance  between 
supports,  in  feet. 

<»-.  •  -r;  „; 
HI 

I® 
•l'P 

Deflection  under  this 
load,  in  inches. 

Weight  of  beam,  in 
tons  of  2000  Ibs. 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

100 
Ibs. 

& 

125 
Ibs. 

*** 
s<i.  ft 

150 
Ibs. 

sT«. 

175 
Ibs. 

sjl 

200 
Ibs. 
p«r 
sq.ft. 

250 
Ibs. 
per 
sq.ft. 

300 
Ibs. 
per 
sq.ft. 

5 

2.80 

0.09 

0.03 

11.B 

9.0 

7.5 

6.4 

5.6 

4.5 

3.7 

6 

2.33 

0.13 

0.03 

7.8 

6.2 

5.2 

4.4 

3.9 

3.1 

2.6 

7 

2.00 

0.17 

0.04 

5.7 

4.6 

3.8 

3.3 

2.9 

2.3 

1.9 

8 

1.75 
1.58 

0.22 

0.04 

4.4 

3.5 

2.9 

2.5 
2.0 

25 

1.8 

1.5 

1.2 

9 

0.23 

0.05 

3.5 

2.8 

2.3 

1.7 

1.4 

10 

1.40 

0.35 

0.05 

2.8 

2.2 

1.9 

1.6 

1.4 

1.1 

.9 

11 

1.27 

0.42 

0.06 

2.3 

1.8 

1.5 

1.3 

1JB 

.9 

.8 

12 

1.17 

0.50 

0.06 

2.0 

1.6 

1.3 

1.1 

1.0 

.8 

.7 

13 

1.08 

0.59 

0.07 

1.7 

1.3 

1.1 

.9 

.8 

.7 

.6 

14 

1.00 

0.68 

0.07 

1.4 

1.1 

1.0 

.8 

.7 

.6 

.5 

15 

0.93 

0.78 

0.08 

1.2 

1.0 

.8 

.7 

.6 

.5 

.4 

16 

0.88 

0.89 

O.Ob 

1.1 

.9 

.7 

.6 

.6 

.4 

.4 

17 

0.82 

1.01 

0.09 

1.0 

.8 

.6 

.6 

.5 

.4 

.3 

18 

0.78 

1.13 

0.09 

.9 

.7 

.6 

.5 

.4 

.3 

.3 

19 
3 

0.74 

1.26 

0.10 

.8 

.6 

.5 

.4 

.4 

.3 

.3 

183 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 

4-INCH     I    BEAM,    No.   125,  LIGHT, 
8  LBS.  PER  FOOT. 

Depth,  4".    Width  of  Flanges,  2.48".    Thickness  of  Web,  0.28" 
Maximum  fiber  strain  =  12000  Ibs.  per  spare  inch. 

Distance  between 
supports,  in  feet. 

Si 

!i 

Weight  of  beam,  in 
tons  of  2000  Ibs. 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

ji 

100 

Ibs. 
per 
sq.ft. 

9.9 

125 
Ibs. 
per 
sq.ft 

150 
Ibs. 

i75 
Ibs. 

5.7 

200 
Ibs. 
per 
sq.ft. 

250 
Ibs. 
per 
sq.ft 

4.0 

300 
Ibs. 

3.3 

0 

2.48 

0.09 

0.02 

7.9 

6.6 

5.0 

6 

2.07 

0.13 

0.02 

6.9 

5.5 

4.6 

3.9 

3.5 

2.8 

2.3 

7 

1.77 

0.17 

0.03 

5.1 

4.0 

3.4 

2.9 

2.5 

2.0 

1.7 

8 

1.55 

0.22 

0.03 

3.9 
3.1 

3.1 

2.6 

2.2 

1.9 

1.6 

1.3 

9 

1.38 

0.28 

0.04 

2.5 

2.0 

1.8 

1.5 

1.2 

1.0 

10 

1.24 

0.35 

0.04 

2.5 

2.0 

1.7 

1.4 

1.2 

1.0 

.8 

11 

1.13 

0.42 

0.04 

2.1 

1.6 

1.4 

1.2 

1.0 

.8 

.7 

12 

1.03 

0.50 

0.05 

1.7 

1.4 

1.1 

1.0 

.9 

.7 

.6* 

13 

0.95 

0.59 

0.05 

1.5 

1.2 

1.0 

.8 

.7 

.6 

.5 

14 

0.89 

0.68 

0.06 

1.3 

1.0 

.8 

.7 

.6 

.5 

.4 

V 

15 

0.83 

0.78 

0.06 

1.1 

.9 

.7 

.6 

.6 

.4 

.4 

16 

0.78 

0.89 

0.06 

1.0 

.8 

.6 

.6 

.5 

.4 

.3 

17 

0.73 

1.01 

0.07 

.9 

.7 

.6 

.5 

.4 

.3 

.3 

18 

0.69 

1.13 

0.07 

.  .8 

.6 

.5 

.4 

.4 

.3 

.3 

19 

0.65 

1.26 

0.08 

.7 

r 

.5 

.4 

.3 

.3 

.2 

184                                                                  * 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Iron  Sections. 
3-INCH     T    BEAM,   No.   13,  LIGHT, 
7  IiBS.  PER  FOOT. 

Depth,  3".    Width  of  Flanges,  2.32".    Thickness  of  Web,  0.19''. 
Maximum  fiber  strain  =  12000  Ibs.  per  square  irch. 

|| 
"2  S 

6 

1 

I 

0.12 
0.17 

'A 

2? 

|S>! 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

100 
Ibs. 

sq  ft. 

125 

Ibs. 

ft 

150 
Ibs. 

175 
Ibs. 

sq.ft 

200 
Ibs. 

3.3 
2.3 

250 
Ibs. 

ft 

300 
Ibs. 

ft 

1.65 
1.37 

0.02 
0.02 

0.02 
0.03 
0.03 

0.04 
0.04 
0.04 
0.05 
0.05 

6.6 

4.6 

5.3 

3.7 

2.7 
2.1 
1.6 

1.3 

1.1 
.9 
.8 

.7 

4.4 

3.0 

2.2 
1.7 
1.4 

1.1 
.9 
.8 
.6 
.6 

3.8 

2.6 

2.6 
1.8 

1.3 

1.0 
.8 

.7 
.5 
.5 
.4 
.3 

2.2 
1.5 

7 
8 
9 

10 
11 
12 
13 

14 

1.18 
1.03 
0.92 

0.82 
0.75 
0.69 
0.63 
0.59 

0.23 
0.29 
0.37 

0.46 
0.56 
0.67 
0.78 
0.91 

3.4 
2.6 
2.0 

1.6 
1.4 
1.2 
1.0 
.8 

1.9 
1.5 
1.2 

.9 

.8 
.7 
.6 
.5 

1.7 
1.3 
1.0 

.8 
.7 
.6 
.5 
.4 

1.1 
.9 

.7 

.5 
.5 
.4 
.3 
.3 

Carnegie  Iron  Sections. 

3-INCH     I    BEAM,  No.   13,   HEAVY, 
9  LBS.  PER  FOOT. 

Depth,  3".    Width  of  Flanges,  2.52".    Thickness  of  Web,  0.39". 
Maximum  fiber  strain  =  12000  Ibs.  per  square  inch. 

Distance  between 
supports,  in  feet 

Safe  load,  uniformly 
distributed,  (includ- 
ing weight  of  beam.) 
in  tons  of  2000  Ibs. 

fe-i 

p 

fl 

1 

li 

0.02 
0.03 

Proper  distance,  in  feet,  center  to  center 
of  beams,  for  Safe  Loads  of 

100 
Ibs. 

P" 

sq.ft. 

7.6 
5.2 

3.9 
3.0 
2.3 

1.9 
1.6 
1.3 
1  1 

125 
Ibs. 
par 

sq.ft. 

6.0 
4.2 

8.1 
2.4 
1.9 

1.5 
.1.2 
1.1 
9 

150 

Ibs. 
per 
sq.ft. 

5.0 
3.5 

175 

Ibs. 
per 
sq.ft 

4.3 

8.0 

200 
Ibs. 
per 

sq.ft 

8.8 
2.6 

1.9 
1.5 
1.2 

.9 
.8 

.7 
fi 

250 
Ibs. 

P6k 

3.0 

2.1 

300 
Ibs. 

P6' 
Eq.ft 

2.5 
1.7 

5 
6 

1.89 
1.57 

0.12 
0.17 

7 
8 
9 

10 
11 
12 
13 

,       14 

1.35 
1.18 
1.05 

0.94 
0.86 
0.79 
0.73 
0.67 

0.23 
0.29 
0.37 

0.46 
0.56 
0.67 
0.78 
0.91 

0.03 
0.04 
0.04 

0.05 
0.05 
0.05 
0.06 
0.06 

2.6 
2.0 
1.6 

1.3 
1.0 
.9 
7 

2.2 
1.7 
1.3 

1.1 
.9 

.8 
6 

1.5 
1.2 
.9 

.8 
.6 
.5 

4 

1.3 
1.0 

.8 

.6 
.5 
.4 
.4 
.3  . 

1.0 

.8 

.6 

.5 

.5 

.4 

B                                                                          1*5                          0 

DEARBORN  FOUNDRY  COMPANY. 

Carnegie  Sections.* 


186 


DEARBORN  FOUNDRY  COtyPAWY.  _?t&£ 
EXPLANATION  OF  TABLE  ON 


Riveted  girders  are  used  in  cases  where  rolled  I  Beams  are 
insufficient  to  carry  the  load.  On  page  186  of  the  lithographed 
plates  will  be  found  illustrations  of  various  forms  of  riveted 
girders.  The  sections  with  single  webs  are  more  economical 
than  those  with  double  webs  (box  girders),  but  the  latter  are 
stifFer  laterally,  and  should  always  be  used  where  a  great  length 
of  span  requires  a  wide  top  flange.  If  the  girder  is  not  held  in 
position  sideways,  the  proportion  of  length  of  span  to  width  of 
flange  should  not  exceed  twenty  without  making  provision  for 
such  increase  by  an  addition  of  metal  in  the  compression  flange 
beyond  that  required  by  the  table. 

The  web  of  the  girder  must  be  made  of  such  thickness  that 
there  will  be  no  tendency  to  buckle,  and  that  the  vertical  shearing 
stress  per  square  inch  will  not  exceed  9000  Ibs.  This  shearing 
stress  is  greatest  nearest  the  supports  and  is  obtained  by  dividing 
half  the  load  upon  the  girder  by  the  web  section.  The  first 
condition  (security  against  buckling)  is  attained  when  this 

10000 
shearing  stress  does  not  exceed  da       in  which   d  repre- 

3000  t» 

sents  the  depth  of  web  of  girder  and  t  its  thickness,  in  inches. 
Ordinarily  this  formula  gives  a  lower  strain  per  square  inch  than 
9000  Ibs.,  so  that  both  conditions  are  usually  attained  when  the 
first  is.  Instead  of  increasing  the  thickness  of  the  web,  it  may 
be  stiffened  also  by  means  of  vertical  angle  irons  riveted  to  it  at 
proper  intervals.  These  latter  should  always  be  less  than  the 
depth  of  the  girder,  at  least  near  the  ends,  but  towards  the 
middle  of  the  girder  the  stiffeners  may  be  placed  further  apart 
or  entirely  omitted.  Stiffeners  should  always  be  used  at  or  near 
the  supports,  and  at  any  other  points  where  there  is  a  concen- 
tration of  heavy  loads. 

The  rivets  should  be  fflf,  unless  the  girder  is  light,  when  $" 
may  be  sufficient.  The  spacing  ought  not  to  exceed  6"  and 
should  be  closer  for  heavy  flanges,  but  in  all  cases  it  should  be 
close  at  the  ends,  say  8"  for  a  distance  of  18"  to  24"  at  each  end. 


a 


-48 

The  following  table  furnishes  a  ready  means  of  determining 
the  section  of  girder  necessary  to  carry  a  certain  load,  for  any 
span  length  from  10  to  89  feet,  inclusive. 

It  will  be  noticed  that  the  table  is  calculated  for  an  allowed 
fiber  strain  of  10000  Ibs.  per  square  inch,  while  the  tables  on 
rolled  beams  are  calculated  for  a  fiber  strain  of  12000  Ibs.  per 
square  inch.  This  reduction  in  the  allowed  strain  is  intended  to 
cover  the  loss  in  strength,  (somewhat  greater  than  the  loss  in  sec- 
tion,) due  to  the  rivet  holes,  and  the  riveted  girders  proportioned 
by  this  table,  will  be  found  to  be  of  about  the  same  strength 
as  the  rolled  beams  proportioned  by  the  tables  applying  to  them. 
The  transverse  strength  of  the  web  is  neglected  in  the  table. 

The  term  flange,  as  applied  to  riveted  girders,  embraces  all 
the  metal  in  top  or  bottom  of  girder  exclusive  of  web  plate; 
or,  in  the  case  of  a  rolled  beam  or  channel  with  top  and  bottom 
plates,  all  the  metal  exclusive  of  web  between  fillets. 

Girders  intended  to  carry  plastering,  should  be  limited  in  depth, 
out  to  out,  to  ^th  of  the  span  length  or  j^"  per  foot  of  this 
length,  otherwise  the  deflection  is  liable  to  cause  the  plastering 
to  crack. 

EXAMPLE  OF  APPLICATION  OF  TABLE. 

A  20"  box  girder  is  to  carry  a  13"  brick  wall, equivalent  to  a 
weight  of  30  tons ,  over  a  space  20'  in  the  clear.  What  size  of 
girder  is  required  f 

Answer :  The  value  of  the  coefficient  for  20'  span  and  20" 
depth,  as  per  table,  =  800,  and  for  21'  span  and  20"  depth  = 
015.  The  span,  in  this  case,  may  be  assumed  at  20'-6",  and  the 

coefficient  therefore  at  307.      Consequently  ^*r —  =  9.21 

will  be  the  area  required  in  each  flange.  Making  the  top  and 
bottom  plates  12"  X  Y^" >  =  4.5  sq.  in.,  there  remain  4.7  sq.  in.  for 
the  two  angles,  =  8  Ibs.  per  foot  apiece.  Making  the  webs 


20"  X  X"> the  shearing  stress  =  3°  *  ^[^J^  =  3000 

#     /\      WW     /\      y^ 

per   square   inch,   which   is   also  safe   against   buckling,   since 
10000  10000 

d2        =  (20) 2         =  3200  Ibs.,  allowed. 

h  3000  t2  h  3000(>4:)a 

J88 


•ffl 


U—                                                                                       —a 
DEARBORN  FOUNDRY  COMPANY. 

RIVETED    GIBBERS. 

Coefficients  for  determining  the  area  required  in  flanges,  allow- 

ing 10000  Ibs.  per  square  inch  of  gross  section  fiber  strain  : 

Multiply  the  load,  in  tons  of  2000  Ibs.,  uniformly  distributed, 

by  the  coefficient,  and  divide  by  1000  ;   the  quotient  will  be  the 

gross  area,  in  square  inches,  required  for  each  flange. 

ill 

Depth  of  Girder,  Out  to  Out  of  Web,  in  Inches. 

ll.s 

.-H      O 
0   £ 

12 

14 

16 

18 

20 

22 

24 

26 

28   30 

32 

34 

36 

10 

250 

214 

188 

167 

150 

136 

125 

115 

107 

100 

94 

88 

83 

11 

275 

236 

206 

183 

165 

150 

138 

127 

118 

110 

103 

97 

92 

12 

300 

257 

225 

200 

180 

164 

150 

138 

129 

120 

113 

106 

100 

13 

325 

279 

244 

217 

195 

177 

163 

150 

139 

130 

122 

115 

108 

14 

350 

300 

263 

233 

210 

191 

175 

162 

150 

140 

131 

124 

117 

15 

375 

321 

281 

250 

225 

205 

188 

173 

161 

150 

141 

132 

125 

16 

400 

343 

300 

267 

240 

218 

200 

185 

171 

160 

150 

141 

133 

17 

425 

364 

319 

283 

255 

232 

213 

196 

182 

170 

159 

150 

142 

18 

450 

386 

338 

300 

270  !  245 

225 

208 

193 

180 

169 

159 

150 

19 

475 

407 

356 

317 

285 

259 

238 

219 

204 

190 

178 

168 

158 

20 

500 

429 

375 

333 

300 

273 

250 

231 

214 

200 

188 

176 

167 

21 

525 

450 

394 

350 

315 

286  263 

242 

225 

210 

197 

185 

175 

22 

550 

471 

413 

367 

330 

300 

275 

254 

236 

220 

206 

194 

183 

23 

575 

493 

431 

883 

345 

314 

288 

265 

246 

230 

216 

203 

192 

24 

600 

514 

450 

400 

360 

327 

300 

277 

257 

240 

225 

212 

200 

25 

625 

536 

469 

417 

375 

341 

313 

288 

268 

250 

234 

221 

208 

26 

650 

557 

488 

433 

390 

355 

325 

300 

279 

260 

244 

229 

217 

27 

675 

579 

506 

450 

405 

368 

338 

312 

289 

270 

253 

238 

225 

28 

700 

600 

525 

467 

420 

382 

350 

323 

300 

280 

263 

247 

233 

29 

725 

621 

544 

483 

435 

395 

363 

335 

311 

290 

272 

256 

242 

30 

750 

643 

563 

500 

450 

409 

375 

346 

321 

300 

281 

265 

250 

31 

775 

664 

581 

517 

465 

423 

388 

358 

332 

310 

291 

274 

258 

32 

800 

686 

600 

533 

480 

436 

400 

369 

343 

320 

300 

282 

267 

33 

825 

707 

619 

550 

495 

450 

413 

381 

354 

330 

309 

291 

275 

34 

850 

729 

638 

567 

510 

464 

425 

392 

364 

340 

319 

300 

283 

35 

875 

750 

656 

583 

525 

477 

438 

404 

375 

350 

328 

309 

292 

36 

900 

771 

675 

600 

640 

491 

-150 

415 

386 

360 

338 

318 

300 

37 

925 

793 

694 

617 

555 

505 

463 

427 

396 

370 

347 

326 

308 

38 

950 

814 

713 

633 

570 

518 

475 

438 

407 

380 

356 

335 

317 

39 

975 

836 

731 

650 

585 

532 

488 

450 

418 

390 

366 

344 

325 

1                                                                         189                                                                          03 

DEARBORN  FOUNDRY  COMPANY. 


GENERAL  NOTES  ON  FLOORS  AND  ROOFS. 


On  page  186  will  be  found  examples  of  floor  joists  and 
their  connections.  When  two  beams  are  placed  side  by 
side,  as  in  Fig.  1,  they  should  be  connected  together  by 
means  of  bolts  and  cast-iron  separators  fitted  closely 
between  the  flanges  of  the  beams.  The  office  of  these 
separators  is  to  hold  in  position  the  compression  flange  of 
the  beams,  preventing  side  deflection  or  buckling,  and  to 
firmly  unite  the  two  beams  so  that  they  will  act  in  unison. 
Separators  should  be  used  near  the  supports  and  at 
distances  of  five  or  six  feet.  Their  weight  will  range  from 
19  Ibs.  for  the  heavy  15"  beams,  to  5  Ibs.  for  6"  beams. 

Figures  1, 2  and  3  show  the  methods  of  connecting  beams 
with  each  other.  In  Figs.  1  and  2  the  lighter  beam  is  coped 
into  the  heavier  one,  the  weight  being  carried  by  the  lower 
flange  of  the  latter.  The  angle  with  which  the  webs  are 
connected  serves  only  to  hold  the  beams  in  position  in  this 
case.  In  Fig.  3  the  load  of  the  smaller  beams  is  transferred 
to  the  larger  by  means  of  angles  riveted  to  the  webs,  and 
in  case'this  is  not  sufficient,  an  angle  may  be  riveted  to  the 
web  of  the  larger  beam,  underneath  the  smaller,  as  shown, 
to  assist  in  carrying  the  load. 

Figures  5,  6,  7,  8,  9  and  10,  on  page  186,  are  illustrations 
of  the  various  forms  of  girders,  such  as  it  is  often  necessary 
to  use  in  the  front  of  buildings  to  carry  walls,  or  in  the  in- 
terior to  support  the  joists.  Where  these  girders  rest  upon 
the  wall,  cast  or  wrought  iron  bed  plates  should  be  used, 
to  distribute  the  pressure  over  a  greater  surface,  and  thereby 
prevent  the  crushing  of  the  brick  directly  under  the  girder. 
In  some  cases  a  tough,  large  size  stone  will  answer  without 
the  plates,  but  where  the  pressure  is  heavy  both  plates  and 
stone  should  be  used.  Figs.  6,  6,  9  and  10  are  illustrations. 

On  page  191,  Fig.  1,  is  represented  a  girder  composed  of 
two  beams,  carrying  a  brick  wall,  in  position.  In  case  of 
failure  of  the  girder,  only  a  part  of  the  wall  above  it  would 
drop  down,  the  line  of  rupture  for  brick  work  making  an 

'4 

190 


angle  of  about  30°  with  the  vertical,  called  the  angle  of 
repose.  The  weight  to  be  carried  by  the  girder  may,  there- 
fore, be  considered  to  be  only  that  part  of  the  wall  between 
the  lines  of  rupture,  provided,  that  in  building  the  wall,  the 
center  of  the  girder  was  supported  temporarily  with  a 
wooden  prop,  preventing  deflection.  Several  courses 
should,  however,  be  laid  before  this  is  done. 

If  /=  the  clear  span  of  girder,  and  h  =  the  height  of  wall 
above  it,  the  superficial  area  of  the  trapezoid  between  the 
lines  of  rupture,  is  expressed  by  h-^-2  (2 1 — 1.2  h),  but  deduc- 
tions must,  of  course,  be  made  for  windows  or  other  open- 
ings in  the  wall,  if  there  are  any. 

In  order  to  be  entirely  on  the  safe  side,  and  also  for  the 
sake  of  simplicity,  the  weight  of  wall  between  vertical  lines 
directly  over  the  girder,  is  frequently  adopted  as  the  load 
to  be  carried  by  it. 

0.6  h.  1-1.2  h.  0.6  h. 


There  are  various  fire-proof  floors  in  use.     One  of  the 

most  common  is  that  represented  by  Fig.  1,  on  page  186. 
Four-inch  brick  arches  are  built  between  beams,  spaced  not 


191 


over  5  feet  apart,  and  tied  together  by  rods  |^/x  to  1"  diameter 
at  intervals  of  &  to  6',  so  as  to  take  the  thrust  of  the  arches 
off  the  walls.  Tee  or  angle  irons  are  inserted  in  the  wall, 
so  as  to  hold  it  firmly  in  line  between  the  points  held  by  the 
rods.  The  top  of  the  arches  is  leveled  off  with  concrete, 
allowing  space,  however,  for  wooden  strips,  to  which  the 
floor  timber  is  nailed.  The  plastering  for  ceiling  usually 
covers  the  arches  only,  so  that  the  ceiling  will  appear  curved 
and  show  the  lower  flanges  of  the  iron  beams. 

The  weight  of  a  fire-proof  floor,  consisting  of  four-inch 
brick  arches  between  beams,  with  concrete  filling  above  the 
arches  and  flooring,  will  generally  average  about  70  Ibs.  per 
square  foot,  exclusive  of  the  weight  of  the  beams.  The 
following  are  average  weights  of  some  other  constructions, 
and  the  usual  assumptions  made  for  superimposed  load: 

Iron  roof  of  100  feet  span,  with  corrugated  iron  laid 
directly  upon  purlins,  will  weigh — 

Approximately,  -  -  -  .  .  .  10  Ibs.  ^  sq.  ft. 
If  boarded,  add  3  "  " 

For  lathed  and  plastered  ceiling  allow  -         -     10      "    '      " 
For  s"now  and  vertical  component  wind  force, 

allow -         -         30      "          " 

For  superimposed  load  on — 

Floors  of  ^dwellings,  assume  -  -  -  60 
Floors  of  churches,  theatres  and  ball  rooms,  125 
Floors  of  warehouses,  -  250 

Weight  of  snow  freshly  fallen,      -         -      5  to  12          cub.  ft. 

Weight  of  snow  saturated  (slush),  .- :  •••^^^   4Q 

Crowd  of  people'  closely  packed,  -         -  80       '      sq.  ft. 

Wind  pressure  (violent  hurricane),  -         -          50 

Weight  of  brick  work  per  superficial  foot,  for  a — 

-.9"  wall  =  84  Ibs.,  13"  wall  =  121  Ibs.,  18"  wall  ==  168  Ibs., 
one  cubic  foot  weighing  112  Ibs. 


Rule  for  finding  the  sectional  area  of  a  bar  of  wrought  iron, 
given  the  weight  per  foot: 
Multiply  by  3  and  divide  by  10. 
Rule  for  finding  the  weight  per  foot,  given  the  area: 

Divide  by  3  and  multiply  by  10. 

.    ji 

192 


DEARBORN  FOUNDRY  COMPANY. 


STBBNO-TH    OF    MATERIALS. 


ULTIMATE    RESISTANCE    TO    TENSION 

IN  LBS.  PER  SQUARE  INCH. 

METALS. 

iyerage. 

Brass,  cast,        ..----.--     18000 
"      wire, -          49000 

Bronze  or  gun  metal,  ,..--.  36000 
Copper,  cast,  -------  19000 

"       sheet, 30000 

«       bolts, 36000 

'•        wire.  -        - 60000 

Iron,  cast,  13400  to  29000, 16500 

"      wrought,  round  or  square  bars  of  1  to  2  inch 

diameter,  double  refined,  •         5000O  to  54000 

"      wrought,  specimens  ^  inch  square,  cut  from  large 

bars  of  double  refined  iron,  -  50000  to  53000 
"  wrought,  double  refined,  in  large  bars  of  about 

7  square  inches  section,  -  -  46000  to  47000 
"  wrought,  plates,  angles  and  other  shapes,  48000  to  51000 
"  "  plates  over  36"  wide,  -  46000  to  50000 

Wrought  iron,  suitable  for  the  tension  members  of  bridges, 
should  be  double  refined,  and  show  a  permanent  elongation  of 
20  per  cent,  in  5",  when  broken  in  small  specimens,  and  a  re- 
duction of  area  of  25  per  cent,  at  point  of  fracture. 

The  modulus  of  elasticity  of  Union  Iron  Mills'  double  refined 
bar  iron  is  25000000  to  26000000,  from  tests  made  on  finished 
eyebars. 

Iron,  wire,        -  •-  70000  to  100000 

"     wire-ropes,  -        ...  -         90000 

Lead,  sheet,     --------       330O 

Steel,  -  ...  :;;,[;  £  65000  to  12000O 
Tin,  cast,  «*Y:  -  -  -  -  -  •  «8  j  -*«  460O 
Zinc, 7000  to  8000 


WEIGHTS    OP    PLAT    ROLLED  IRON 

PER   LINEAL    FOOT. 

For  Thicknesses  from  TV  In.  to  2  in.  and  Widths 

from  1  In.  to  12X  in. 

Iron  weighing  480  Ibs.  per  cubic  foot. 

Thickness 
in  Inches. 

I" 

W 

w 

i%" 

2" 

2%" 

2K" 

2%" 

12" 

rV 

.208 

.260 

.313 

.865 

.417 

.469 

.521 

.573 

2.50 

1 

.417 

.521 

.625 

.729 

.833 

.938 

1.04 

1.15 

5.00 

A 

.625 

.781 

.938 

1.09 

1.25 

1.41 

1.56 

1.72 

7.50 

f 

.833 

1.04 

1.25 

1.46 

1.67 

1.88 

2.08 

2.29 

10.00 

$ 

1.04 

1.30 

1.56 

1.82 

2.08 

2.34 

2.60 

2.86 

12.50 

i 

1.25 

1.56 

1.88 

2.19 

2.50 

2.81 

3.13 

3.44 

15.00 

A 

1.46 

1.82 

2.19 

2.55 

2.92 

3.28 

3.65 

4.01 

17.50 

1.67 

2.08 

2.50 

2.92 

3.33 

3.75 

4.17 

4.58 

20.00 

ft 

1.88 

2.34 

2.81 

3.28 

3.75 

4.22 

4.69 

5.16 

22.50 

2.08 

2.60 

3.13 

3.65 

4.17 

4.69 

5.21 

5.73 

25.00 

H 

2.29 

2.86 

3.44 

4.01 

4.58 

5.16 

5.73 

6.30 

27.50 

1 

2.50 

3.13 

8.75 

4.38 

5.00 

5.63 

6.25 

6.88 

30.00 

it 

2.71 

8.39 

4.06 

4.74 

5.42 

6.09 

6.77 

7.45 

32.50 

4 

2.92 

3.65 

4.38 

5.10 

5.83 

6.56 

7.29 

8.02 

35.00 

if 

3.13 

3.91 

4.69 

5.47 

6.25 

7.03 

7.81 

8.59 

37.50 

1 

3.33 

4.17 

5.00 

5.83 

6.67 

7.50 

8.33 

9.17 

40.00 

1  1 

3.54 

4.43 

5.31 

6.20 

7.08 

7.97 

8.85 

9.74 

42.50 

1 

3.75 
8.96 
4.17 

4.69 
4.95 
5.21 

5.63 
5.94 
6.25 

6.56 
6.93 
7.29 

7.50 
7.92 
8.33 

8.44 
8.91 
9.38 

9.38 
9.90 
10.42 

10.31 
10.89 
11.46 

45.00 
47.50 
50.00 

*& 

4.37 

5.47 

6.56 

7,66 

8.75 

9.84 

10.94 

12.03 

52.50 

1  1 

4.58 

5.73 

6.88 

8.02 

9.17 

10.31 

11.46 

12.60 

55.00 

I.JL. 

4.79 

5.99 

7.19 

8.39 

9.58 

10.78 

11.98 

13.18 

57.50 

U 

5.00 

6.25 

7.50 

8.75 

10.00 

11.25 

12.50 

13.75 

60.00 

19 

5.21 

6.51 

7.81 

9.11 

10.42 

11.72 

13.02 

14.32 

62.50 

'      H 

5.42 

6.77 

8.13 

9.48 

10.83 

12.19 

13.54 

14.90 

65.00 

Hi 

5.63 

7.03 

8.44 

9.84 

11.25 

12.66 

14.06 

15.47 

67.50 

5.83 

7.29 

8.75 

10.21 

11.67 

13.13 

14.58 

16.04 

70.00 

lit 

6.04 

7.55 

9.06 

10.57 

12.08 

13.59 

15.10 

16.61 

72.50 

l| 

6.25 

7.81 

9.38 

10.94 

12.50 

14.06 

15.63 

17.19 

75.00 

6.46 

8.07 

9.69 

11.30 

12.92 

14.53 

16.15 

17.76 

77.50 

2 

6.67 

8.33 

10.00 

11.67 

13.33 

15.00 

16.67 

18.33 

80.00 

4  

.V.»4 


*7                                                                    g  ....          (T 

WEIGHTS  OP  PLAT  BOLLED  IBON 
PEB  LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  laches. 

3" 

w 

3    J 

1    4 

4M" 

*y*» 

4K" 

12" 

, 

.625 

-    —  < 
.677 

.729    .781 

.833 

.885 

.938 

.990 

2.50 

i 

1.25 

1.35 

1.46  i 

1.56 

1.67 

1.77  1  1.88 

1.98 

5.00 

3 

1.88 

2.03 

2.1C 

2.34 

2.50 

2.66  ;  2.81 

2.97 

7.50 

£ 

2.50 

2.71 

2.92 

3.13 

3.33 

3.54    3.75 

3.96 

10.00 

A 

3.13 

3.39 

3.65 

3.91 

4.17 

4.43  [  4.69 

4.95 

12.50 

1 

3.75 

4.06 

4.38 

4.69 

5.00 

5.31  !.  5.63 

5.94 

15.00 

A 

4.38 

4.74 

5.10 

5.47 

5.83 

6.20    6.56 

6.93 

17.50 

l  o 

5.00 

5.42 

5.83 

6.25 

6.67 

7.08  |  7.50 

7.92 

20.00 

9 

5.63 

6.09 

6.56 

7.03 

7.50 

7.97    8.44 

8.91 

22.50 

I 

6.25 

6.77 

7.29 

7.81 

8.33 

8.85 

9.38 

9.90 

25.00 

H 

6.88 

7.45 

8.02 

8.59 

9.17 

9.74 

10.81 

10.89 

27.50 

I 

7.50 

8.13 

8.75 

9.38 

10.00 

10.63 

11.25 

11.88 

30.00 

13 

8.13 

8.80 

9.48 

10.16 

10.83 

11.51 

12.19 

12.86 

32.50 

i 

8.75 

9.48 

10.21 

10.94 

11.67 

12.40 

13.13 

13.85 

35.00 

A 

9.38 

10.16 

10.94 

11.72 

12.50 

13.28 

14.06 

14.84 

37.50 

1 

10.00 

10.83 

11.67 

12.50 

13.33 

14.17 

15.00 

15.83 

40.00 

*A 

10.63 

11.51 

12.40 

13.28 

14.17 

15.05 

15.94 

16.82 

42.50 

H 

11.25 

12.19  i  13.13 

14.06 

15.00 

15.94 

16.88 

17.81 

45.00 

11.88 

12.86  113.85 

14.84 

15.83 

16.82 

17.81 

18.80 

47.50 

li 

12.50 

13.54 

14.58 

15.63 

16.67 

17.71 

18.75 

19.79 

50.00 

!fV 

13.13 

14.22 

15.31 

16.41 

17.50 

18.59 

19.69 

20.78 

52.50 

1? 

13.75 

14.90 

16.04 

17.19 

18.33 

19.48 

20.63 

21.77 

55.00 

14.38 

15.57 

16.77 

17.97 

19.17 

20.36 

21.56 

22.76 

57.50 

1? 

15.00 

16.25 

17.50 

18.75 

20.00 

21.25 

22.50 

23.75 

60.00 

!• 

15.63 

16.93 

18.23 

19.53 

20.83 

22.14 

23.44 

24.74 

62.50 

if 

16.25 

17.60 

18.96 

20.31  21.67 

23.02 

24.38 

25.73 

65.00 

Hi 

16.88 

18.28 

19.69 

21.09  22.50 

23.91 

25.31 

26.72 

67.50 

i? 

17.50 

18.96 

£0.42 

21.88  23.33 

24.79 

26.25 

27.71 

70.00 

Hf 

18.13 

19.64 

21.15 

22.66  24.17 

25.68 

27.19 

28.70 

72.50 

1? 

18.75 

20.31  !21.88 

23.44  125.00 

26.56 

28.13 

29.69 

75.00 

Hl- 

19.38 

20.99  22.60 

24.22  '25.83 

27.45 

29.06 

30.68 

77.50 

2         20.00 

21.67  23.33 

25.00  26.67 

28.33 

30.00 

31.67 

80.00 

v 

r<                    *******          ,....,-...-....  .,._,_  ,  Jf 

WEIGHTS  OP  PLAT  ROLLED  IRON 

PER  LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  Inches. 

5" 

6X» 

s*» 

w 

6" 

6*" 

6*" 

w 

12" 

A 

1.04 

1.09 

1.15 

1.20 

1.25 

1.30 

1.35 

1.41 

2.50 

2.08 

2.19 

2.29 

2.40 

2.50 

2.60 

2.71 

2.81 

5.00 

3 

8.13 

3.28 

3.44 

3.59 

3.75 

3.91 

4.06 

4.22 

7.50 

i 

4.17 

4.38 

4.58 

4.79 

5.00 

5.21 

5.42 

5.63 

10.00 

A 

5.21 

5.47 

5.73 

5.99 

6.25 

6.51 

6.77 

7.03 

12.50 

6.25 

6.56 

6.88 

7.19 

7.50 

7.81 

8.13 

8^44 

15.00 

jL 

7.29 

7.66 

8.02 

8.39 

8.75 

9.11 

9.48 

9.84 

17.50 

i 

8.33 

8.75 

9.17 

9.58 

10.00 

10.42 

10.83 

11.25 

20.00 

9.38 

9.84 

10.31 

10.78 

11.25 

11.72 

12.19 

12.66 

22.50 

10.42 

10.94 

11.46 

11.98 

12.50 

13.02 

13.54 

14.06 

25.00 

« 

11.46 

12.03  12.60 

13.18 

13.75 

14.32 

14.90 

15.47 

27.50 

T 

12.50 

13.13  !  13.75 

14.38 

15.00 

15.63 

16.25 

16.88 

30.00 

it 

13.54 

14.22 

14.90 

15.57 

16.25 

16.93 

17.60 

18.28 

32.50 

i 

14.58 

15.31 

16.04 

16.77 

17.50 

18.23 

18.96 

19.69 

35.00 

if 

15.63 

16.41 

17.18 

17.97 

18.75 

19.53 

20.31 

21.09 

87.50 

16.67 

17.50 

18.33 

19.17 

20.00 

20.83 

21.67 

22.50 

40.00 

1  1 

17.71 

18.59 

19.48 

20.36 

21.25 

22.14 

23.02 

tt.91 

42.50 

1\ 

18.75 

19.69 

20.63 

21.56 

22.50 

23.44 

24.38 

25.31 

45.00 

4 

19.79 

20.78 

21.77 

22.76 

23.75 

24.74 

25.73 

26.72 

47.50 

20.83 

21.88 

22.92 

23.96 

25.00 

26.04 

27.08 

28.13 

50.00 

it 

21.88 
22.92 

22.97 
24.06 

24.06 
25.21 

25.16  26.25127.34 
26.35  27.50  '28.65 

28.44 

29.79 

29.53 
30.94 

52.50 
55.00 

|_L 

23.96 

25.16 

26.35 

27.55  :,  28.75  29.95 

81.15 

32.34 

57.50 

1* 

25.00 

26.25 

27.50 

28.75  30.00  31.25 

32.50 

33.75 

60.00 

i)         -ll         ii 

l  »7 

26.04 

27.34 

28.65 

29.95  81.25,32.55 

33.85 

85.16 

62.50 

H 

27.08 

28.44 

29.79 

81.15  ,  82.50  33.85 

85.21 

36.56 

65.00 

iff 

28.13 

29.53 

30.94 

32.34  83.75  j  85.16 

36.56 

87.97 

67.50 

if 

29.17 

30.63 

32.08 

83.54  85.00  3UG 

h          ti 

37.92 

39.38 

70.00 

HI 

30.21 

31.72 

33.23 

34.74 

86.25  T  37.76 

89.27 

/0.78 

72.50 

i  -j 

31.25 

32.81 

34.38 

35.94 

37.50  39.06 

40.63 

42.19 

75.00 

lit 

32.29 

33.91 

35.52 

37.14 

38.75 

40.36 

41.98 

43.59 

77.50 

2 

33.33 

35.00 

36.67 

38.33 

40.00 

41.67 

43.33 

45.00 

80.00 

i  

c 

<  —                                                                                                   —  r. 

WEIGHTS  OP  PLAT  ROLLED  IRON 

PER  LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  Inches. 

7" 

7*" 

w 

7X" 

8" 

w 

8K" 

*%" 

12" 

A 

1.46 

1.51 

1.56 

1.61 

1.67 

1.72 

1.77 

1.82 

2.50 

i 

2.92 

3.02 

3.13 

3.23 

3.33 

3.44 

3.54 

3.65 

5.00 

1 

4.38 

4.53 

4.69 

4.84 

5.00 

5.16 

5.31 

5.47 

7.50 

i 

5.83 

6.04 

6.25 

6.46 

6.67 

6.88 

7.08 

7.29 

10.00 

tV 

7.29 

7.55 

7.81 

8.07 

8.33 

8.59 

8.85 

9.11 

12.50 

1 

8.75 

9.06 

9,38 

9.69 

10.00 

10.31 

10.63 

10.94 

15.00 

10.21 

10.57 

10.94 

11.30 

11.67 

12.03 

12.40 

12.76 

17.50 

\ 

11.67 

12.08 

12.50 

12.92 

13.33 

13.75 

14.17 

14.58 

20.00 

A 

13.13 

13.59 

14.06 

14.53 

15.00 

15.47 

15.94 

16.41 

22.50 

5 

14.58 

15.10 

15.63 

16.15 

16.67 

17.19 

17.71 

18.23 

25.00 

H 

16.04 

16.61 

17.19 

17.76 

18.33 

18.91 

19.48 

20.05 

27.50 

f 

17.50 

18.13 

18.75 

19.38 

20.00 

20.63 

21.25 

21.88 

30.00 

H 

18.96 

19.64 

20.31 

20.99 

21.67 

22.34 

23.02 

23.70 

32.50 

20.42 

21.15 

21.88 

22.60 

23.33 

24.06 

24.79 

25.52 

35.00 

if 

21.88 

22.66 

23.44 

24.22 

25.00 

25.78 

26.56 

27.34 

37.50 

1 

23.33 

24.17 

25.00 

25.83 

26.67 

27.50 

28.33 

29.17 

40.00 

ITI 

24.79 

25.68 

26.56 

27.45 

28.33 

29.22 

30.10 

30.99 

42.50 

if 

26.25 

27.19 

28.13 

29.06 

30.00 

30.94 

31.88 

32.81 

45.00 

IfV 

27.71 

28.70 

29.69 

30.68 

31.67 

32.66 

33.65 

34.64 

47.50 

i¥ 

29.17 

30.21 

31.25 

32.29 

33.38 

34.38 

35.42 

36.46 

50.00 

*A 

30.62 

31.72 

32.81 

33.91 

35.00 

36.09 

37.19 

38.28 

62.50 

if 

32.08 

33.23 

34.38 

35.52 

36.67 

37.81 

38.96 

40.10 

55.00 

1_7 

33.54 

34.74 

35.94 

37.14 

38.33 

39.53 

40.73 

41.93 

57.50 

H 

35.00 

36.25 

37.50 

38.75 

40.00 

41.25 

42.50 

43.75 

60.00 

19 

36.46 

37.76 

39.06 

40.36 

41.67 

42.97 

44.27 

45.57 

62.50 

if 

37.92 

39.27 

40.63 

41.98 

43.33 

44.69 

46.04 

47.40 

65.00 

39.38 

40.78 

42.19 

43.59 

45.00 

46.41 

47.81 

49.22 

67.50 

I? 

40.83 

42.29 

43.75 

45.21 

46.67 

48.13 

49.58 

51.04 

70.00 

HI 

42.29 

43.80 

45.31 

46.82 

48.33 

49.84 

51.35 

52.86 

72.50 

1? 

43.75 

45.31 

46.88 

48.44 

50.00 

51.56 

53.13 

54.69 

75.00 

HI 

45.21 

46.82 

48.44 

50.05 

51.67 

53.28 

54.90 

56.51 

77.50 

,2 

46.67 

48.33 

50.00 

51.67 

53.33 

55.00 

56.67. 

58.33 

80.00. 

- 

- 

- 

1 

WEIGHTS  OP  FLAT  ROLLED  IRON 
PER  LINEAL  FOOT. 

(CONTINUED.) 

Thickness 
in  Inches. 

9" 

9W 

W 

9%" 

10" 

1O£" 

10$" 

lOf" 

12" 

ft 

1.88 

1.93 

1.98 

2.03 

2.08 

2.14 

2.19 

2.24 

2.50 

3.75 

3.85 

3.96 

4,06 

4.17 

4.27 

4.38 

4.48 

5.00 

xV 

5.63 

5.78 

5.94 

6.09 

6.25 

6.41 

6.56 

6.72 

7.50 

? 

7.50 

7.71 

7.92 

8.13 

8.33 

8.54 

8.75 

8.96 

10.00 

8 

9.38 

9.64 

9.90 

10.16 

10.42 

10.68  i  10.94 

11.20 

12.50 

I 

11.25 

11.56 

11.88 

12.19 

12.50 

12.81  i  13.13 

13.44 

15.00 

i 

13.13 

13.49 

13.85 

14.22 

14.58 

14.95  15.31 

15.68 

17.50 

i 

15.00 

15.42 

15.83 

16.25 

16.67 

17.08 

17.50 

17.92 

20.00 

$ 

16.88 

17.34 

17.81 

18.28 

18.75 

19.22 

19.69 

20.16 

22.50 

* 

18.75 

19.27 

19.79 

20.31 

20.83 

21.35 

21.88 

22.40 

25.00 

« 

20.63 

21.20 

21.77 

22.34 

22.92 

23.49 

24.06 

24.64 

27.50 

22.50 

23.13 

23.75 

24.38 

25.00 

25.62 

26.25 

26.88 

30.00 

if 

24.38 

25.05 

25.73 

26.41 

27.08 

27.76 

28.44 

29.11 

32.50 

i 

26.25 

26.98 

27.71 

28.44 

29.17 

29.90 

80.63 

31.35 

35.00 

if 

28.13 

28.91 

29.69 

30.47 

31.25 

32.03 

32.81 

33.59 

37.50 

1 

30.00 

30.83 

31.67 

32.50 

83.33 

34.17 

35.00 

35.83 

40.00 

I* 

31.88 

32.76 

33.65 

34.53 

85.42 

36.30 

37.19 

38.07 

42.50 

1 

33.75 
35.63 
37.50 

34.69 
36.61 
88.54 

35.63 
37.60 
39.58 

36.56 
88.59 
40.63 

87.50 
39.58 
41.67 

38.44 
40.57 
42.71 

39.38 
41.56 
43.75 

40.31 
42.55 
44.79 

45.00 
47.50 
50.00 

MS 

39.38 

40.47 

41.56 

42.66 

43.75 

44.84 

45.94 

47.03 

62.50 

i| 

41.25 

42.40 

43.54 

44.69 

45.83 

46.98 

48.13 

49.27 

55.00 

IxV 

43.13 

44.32 

45.52 

46.72 

47.92 

49.11 

50.31 

51.51 

57.50 

n 

45.00 

46.25 

47.50 

48.75 

50.00 

51.25 

52.50 

53.75 

60.00 

IT** 

46.88 

48.18 

49.48 

50.78 

52.08 

53.39 

54.69 

55.99 

62.50 

if 

48.75 

50.10 

51.46 

52.81 

54.17 

55.52 

56.88 

58.23 

65.00 

IH 

50.63 

52.03 

53.44 

54.84 

56.25 

57.66 

59.06 

60.47 

67.50 

l! 

52.50 

53.96 

55.42 

56.88 

58.33 

59.79 

61.25 

62.71 

70.00 

HI 

54.38 

55.89 

57.40 

58.91 

60.42 

61.93 

63.44 

64.95 

72.50 

if 

53.25 

57.81 

59.38 

60.94 

62.50 

64.06 

65.63 

67.19 

75.00 

tit 

58.13 

59.74 

61.35 

62.97 

64.58 

66.20 

67.81 

69.43 

77.50 

2 

60.00 

61.67 

63.33 

65.00 

66.67 

68.33 

70.00 

71.67 

80.00 

1 

WEIGHTS  OP  PLAT  ROLLED  IRON 

PER  LINEAL  FOOT. 

(CONTINUED.) 

ThickMss 
in  Inches. 

11" 

Hi" 

11|" 

1 

12" 

12i" 

IV' 

iar 

I! 

TV 

2.29 

2.34 

2.40 

2.45 

2.50 

2.55 

2.60 

2.66 

«g   £x 

1 

4.58 

4.69 

4.79 

4.90 

5.00 

5.10 

5.21 

5.31 

t\N 

6.88 

7.03 

7.19 

7.34 

7.50 

7.66 

7.81 

7.97 

CO 

9.17 

9.38 

9.58 

9.79 

10.00 

10.21 

10.42 

10.63 

3* 

*  3 

JL 

11.46 

11.72 

11.98 

12.24 

12.50 

12.76 

13.02 

13.28 

fi 

3 

13.75 

14.06 

14.38 

14.69 

15.00 

15.31 

15.63 

15.94 

J  1 

7 

16.04 

16.41 

16.77 

17.14 

17.50 

17.86 

18.23 

18.59 

bj 

* 

18.33 

18.75 

19.17 

19.58 

20.00 

20.42 

20.83 

21.25 

j.s 

A 

20.63 

21.09 

21.56 

22.03 

22.50 

22.97 

23.44 

23.91 

11 

22.92 

23.44 

23.96 

24.48 

25.00 

25.52 

26.04 

26.56 

••§  "^ 

it 

25.21 

25.78  26.35 

26.93 

27.50 

28.07 

28.65 

29.22 

"3  .3 

f 

27.50 

28.13 

28.75 

29.38 

30.00 

30.63 

31.25 

31.88 

3  " 

H 

29.79 

30.47 

31.15 

31.82 

32.50 

33.18 

33.85 

34.53 

If 

i 

32.08 

32.81 

33.54 

34.27 

35.00 

35.73 

36.46 

37.19 

83 

15 

34.38 

35.16 

35.94 

86.72 

37.50 

38.28 

39.06 

39.84 

1 

36.67 

37.50 

38.33 

39.17 

40.00 

40.83 

41.67 

42.50 

jS"! 

1ft 

38.96 

39.84 

40.73 

41.61 

42.50 

43.39 

44.27 

45.16 

5^ 

if 

41.25 

42.19 

43.13 

44.06 

45.00 

45.94 

46.88 

47.81 

t* 

43.54 

44.53 

45.52 

46.51 

47.50 

48.49 

49.48 

50.47 

it 

45.83 

46.88 

47.92 

48.96 

50.00 

51.04 

52.08 

53.13 

!? 

I  ft 

48.13 

49.22 

50.31 

51.41 

52.50 

53.59 

54.69 

55.78 

t°i« 

If 

50.42 

51.56 

52.71 

53.85 

55.00 

56.15 

57.29 

58.44 

f« 

52.71 

53.91 

55.10 

56.30 

57.50 

58.70 

59.90 

61.09 

^  oo 
2  ^ 

IT 

55.00 

56.25 

57.50 

58.75 

60.00 

61.25 

62.50 

63.75 

s2; 

Jc*. 

57.29 

58.59 

59.90 

61.20 

62.50 

63.80 

65.10 

66.41 

i»i 

iY 

59.58 

60.94 

62.29 

63.65 

65.00 

66.35 

6/.71 

69.06 

5»   g-00 

IH 

61.88 

63.28 

64.69 

66.09  67.50 

68.91 

70.31 

71.72 

7|  £  + 

if 

64.17 

65.63 

67.08 

68.54 

70.00 

71.46 

72.92 

74.38 

|l|  2 

in 

66.46 

67.97 

69.48 

70.99 

72.50 

74.01 

75.52 

77.03 

fa  '. 

1  1 

68.75 

70.31 

71.88 

73.44 

75.00 

76.56 

78.13 

79.69 

s  ^ 

HI 

71.04 

72.66 

74.27 

75.89 

77.50 

79.11 

80.73 

82.34 

^  * 

2      . 

73.33 

75.00 

76.67 

78.33 

80.00 

81.67 

83.33 

85.00 

•gs 

^ 

»—                                                                —  tt 

WEIGHTS    AND    AREAS    OF 
SQUARE  &  ROUND  BARS  OP  WROUGHT  IRON 
And    Circumferences   of   Round    Bars. 

One  cubic  foot  weighing  480  Ibs. 

Thickness 
or  Diameter 
in  Inches. 

Weight  »f 
•  Bar 

One  Foot  long. 

Weight  «f 
One  foot  long. 

Area  (if 
in  6q.  inches. 

Area  »f 
•  Bar 
in  sq.  inches. 

Circumference 
ef  •  Bar 
in  inches.  ' 

0 

I 

.013 
.052 
.117 

.010 
.041 
.092 

,0039 
.0156 
.0352 

.0031 
.0123 
.0276 

.1963 
.3927 
.589O 

1 

.208 
.326 
.469 
.638 

.164 
.256 
.368 
.501 

.0625 
.0977 
.1406 
.1914 

.0491 
.0767 
.1104 
.1503 

.7854 
.9817 
1.1781 
1.3744 

! 

.833 
1.055 
1.302 
1.576 

.654 
.828 
1.023 
1.237 

.2500 
.3164 
.3906 
.4727 

.1963 
.2485 
.3068 
.3712 

1.5708 
1.7671 
1.9635 
2.1598 

A 

1 

1.875 
2.201 
2.552 
2.930 

1.473 
1.728 
2.004 
2.301 

.5625 
.6602 
.7656 
.8789 

.4418 
.5185 
.6013 
.6903 

2.3562 
2.5525 
2.7489 
2.9452 

T 
1 

3.333 
3.763 
4.219 
4.701 

5.208 
5.742 
6.302 
6.888 

2.618 
2.955 
3.313 
3.692 

4.091 
4.510 
4.950 
5.410 

1.0000 
1.1289 
1.2656 
1.4102 

1.5625 
1.7227 
1.8906 
2.0664 

.7854 
.8866 
.9940 
1.1075 

•1.2272 
1.3530 
1.4849 
1.6230 

3.1416 
3.3379 
3.5343 
3.7306 
i 

3.927O 
4.1233 
4.3197 
4.5  16O 

i 

H 

7.500 
8.133 
8.802 
9.492 

5.890 
6.392 
6.913 
7.455 

2.2500 
2.4414 
2.6406 
2.8477 

1.7671 
1.9175 
2.0739 
2.2365 

4.7124 
4.9087 
5.1051 
5.3014 

f 

it 

10.21 
10.95 
11.72 
12.51 

8.018 
8.601 
9.204 
9.828 

3.0625 
3.2852 
3.5156 

2.4053 
2.5802 
2.7612 
2.9483 

5:4978 
5.6941 
5.8905 
6.0868 

s  —                                                                       —  * 

SQUABE  AND  BOUND  BABS. 

(CONTINUED.) 

Thickness 
or  Diameter 
in  Inches. 

Weight  of 
•  Bar 
One  foot  long. 

Weight  of 
One  Foot  long. 

Area  of 
•  Bar 
i:i  B*J.  inches. 

Area  of 
%  Bar 
in  sq.  inches. 

Circumference 
of  %  Bar 
in  inches. 

2 

13.33 

10.47 

4.0000 

3.1416 

6.2832 

14.18 

11.14 

4.2539 

3.3410 

6.4795 

< 

15.05 

11.82 

4.5156 

3.5466 

6.6759 

15.95 

12.53 

4.7852 

3.7583 

6.8722 

i 

16.88 

13.25 

5.0625 

3.9761 

7.0686 

A 

17.83 

14.00 

5.3477 

4.2000 

7.2649 

18.80 

14.77 

5.6406 

4.4301 

7.4613 

# 

19.80 

15.55 

5.9414 

4.6664 

7.6576 

i 

20.83 

16.36 

6.2500 

4.9087 

7.8540 

9 

21.89 

17.19 

6.5664 

5.1572 

8.0503 

f 

22.97 

18.04 

6.8906 

5.4119 

8.2467 

-H 

24.08 

18.91 

7.2227 

5.6727 

8.443O 

t 

25.31 

19.80 

7.5625 

5.9396 

8.6394 

ft    |    26.d7 

20.71 

7.9102 

6.2126 

8.8357 

1         27.55 

21.64 

8.2656 

6.4918 

9.0321 

if        28.76 

22.59 

8.6289 

6.7771 

9.2284 

f 

3 

30.00 

23.56 

9.0000 

7.0686 

9.4248 

i 

31.26 

24.55 

9.3789 

7.3662 

9.6211 

i 

32.55 

25.57 

9.7656 

7.6699 

9.8175 

A 

33.87 

26.60 

10.160 

7.9798 

10.014 

^ 

35.21 

27.65 

10.563 

8.2958 

10.210 

A 

36.58 

28.73 

1O.973 

8.6179 

10.407 

i 

37.97 

29.82 

11.391 

8.9462 

10.603 

A 

39.39 

30.94 

11.816 

9.2806 

10.799 

1 

40.83 

32.07 

12.250 

9.6211 

10.996 

_9^ 

42.30 

33.23 

12.691 

9.9678 

11.192 

1 

43.80 

34.40 

13.141 

10.321 

11.388 

« 

45.33 

35.60 

13.598 

10.680 

11.585 

3 

46.88 

36.82 

14.063 

11.O45 

11.781 

if 

48.45 

38.05 

14.535 

11.416 

11.977 

1 

50.05 

39.31 

15.016 

11.793 

12.174 

51.68 

4O.59 

15.504 

12.177 

12.370 

2  —  -  —  ,  

t  

SQUARE  AND  BOUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diamete 
in  Inches. 

Veight  of 
•  Bar 
One  Foot  long 

Weight  of 
•  Bar 
One  Foot  long. 

Area  of 
•  hr 
in.  sq.  inches. 

Am  of 
•  Bar 
in  sq.  inches. 

Circumference 
of  •  Bar 

in  inches. 

4 

53.33 
55.01 
56.72 
58.45 

41.89 
43.21 
44.55 
45.91 

16.000 
16.504 
17.016 
17.535 

12.566 
12.962 
13.364 
13.772 

12.566 
12.763 
12.959 
13.155 

| 

60.21 
61.99 
63.80 
65.64 

47.29 
48.69 
50.11 
51.55 

18.063 
18.598 
19.141 
19.691 

14.186 
14.607 
15.033 
15.466 

13.352 
13.548 
13.744 
13.941 

i 

67.50 
69.39 
71.30 
73.24 

53.01 
54.50 
56.00 
57.52 

20.250 
20.816 
21.391 
21.973 

15.904 
16.349 
16.800 
17.257 

14.137 
14.334 
14.530 
14.726 

I 

75.21 
77.20 
79.22 
81.26 

59.07 
60.63 
62.22 
63.82 

22.563 
23.160 
23.766 
24.379 

17.7°1 
18.190 
18.665 
19.147 

14.923 
15.119 
15.315 
15.512 

5 

83.33 
85.43 
87.55 
89.70 

65.45 
67.1O 
68.76 
70.45 

25.000 
25.629 
26.266 
26.910 

19.635 
20.129 
20.629 
21.135 

15.708 
15.904 
16.101 
16.297 

i 

A 

91.88 
94.08 
96.30 
98.55 

72.16 
73.89 
75.64 
77.4O 

27.563 
28.223 
28.891 
29.566 

21.648 
22.166 
22.691 
23.221 

16.493 
16.690 
16.886 
17.082 

! 

100.8 
103.1 
105.5 
107.8 

79.19 
81.00 
82.83 
84.69 

30.250 
30.941 
31.641 
32.348 

23.758 
24.301 
24.850 
25.406 

17.279 
17.475 
17.671 
17.868 

i 

110.2 
112.6 
115.1 
117.5 

86.56 
88.45 
90.36 
92.29 

33.063 
33.785 
34.516 
35.254 

25.967 
26.535 
27.109 
27.688 

18.064 
18.261 
18.457 
18.653 

n                                                 3 

SQUARE  AND  ROUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diameter 
it  Inches. 

Weight  of 
•  Bar 
One  Foot  long. 

Weight  of 
•  Bar 
On*  Foot  long. 

Area  of 
•  Bar 
in  sq.  inches. 

Area  of 
•  Bar 
in  sq.  inches. 

Circumference 
of  •  Bar 
in  inches. 

6i 

120.0 
122.5 
125.1 
127.6 

94.25 
96.22 
98.22 
100.2 

36.000 
36.754 
37.516 
38.285 

28.274 
28.866 
29.465 
30.069 

18.850 
19.046 
19.242 
19.439 

I 

130.2 
132.8 
135.5 
138.1 

102.3 
104.3 
106.4 
108.5 

39.063 
39.848 
40.641 
41.441 

30.680 
31.296 
31.919 
32.548 

19.635 
19.831 
20.028 
20.224 

1 

140.8 
143.6 
146.3 
149.1 

110.6 
112.7 
114.9 
117.1 

42.250 
43.066 
43.891 
44.723 

33.183 
33.824 
34.472 
35.125 

20.420 
20.617 
20.813 
21.009 

I 

151.9 
154.7 
157.6 
160.4 

119.3 
121.5 
123.7 
126.0 

45.563 
46.410 
47.266 
48.129 

35.785 
36.450 
37.122 
37.800 

21.206 
21.402 
21.598 
21.795 

7 

I 

163.3 
166.3 
169.2 
172.2 

128.3 
130.6 
132.9 
135.2 

49.000 
49.879 
50.766 
51.660 

38.485 
39.175 
39.871 
40.574 

21.991 
22.187 
22.384 
22.580 

TJ? 

IT 

175.2 
178.2 
181.3 
184.4 

137.6 
140.0 
142.4 
144.8 

52.563 
53.473 
54.391 
55.316 

41.282 
41.997 
42.718 
43.445 

22.777 
22.973 
23.169 
23.366 

A 
A 

187.5 
190.6 
193.8 
197.0 

147.3 
149.7 
152.2 
154.7 

56.250 
57.191 
58.141 
59.098 

44.179 
44.918 
45.664 
46.415 

23.562 
23.758 
23.955 
24.151 

I 

200.2 
203.5 
206.7 
210.0 

157.2 
159.8 
162.4 
164.9 

60.063 
61.035 
62.016 
63.004 

47.173 
47.937 
48.707 
49.483 

24.347 
24.544 
24.740 
24.936 

v 

SQUARE  AND  BOUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diameter 
in  Inches. 

Weight  of 
|  Bar 
One  Foot  long. 

Weight  of 
•  Bar 
One  Foot  long. 

Area  of 
•  te 

in  sq.  inches. 

Area  of 
•  Bar 
in  sq.  inches. 

Circumference 
of  0  Bar 
in  inches. 

8 

i 

213.3 
216.7 
220.1 
223.5 

167.6 
170.2 
172.8 
175.5 

64.000 
65.004 
66.016 
67.035 

50.265 
51.054 
51.849 
52.649 

25.133 
25.329 
25.525 
25.722 

! 

226.9 
230.3 
233.8 
237.3 

178.2 
180.9 
183.6 
186.4 

68.063 
69.098 
70.141 
71.191 

53.456 
64.269 
55.088 
55.914 

25.918 
26.114 
26.311 
28.507 

i 

240.8 
244.4 
248.0 
251.6 

189.2 
191.9 
194.8 
197.6 

72.250 
73.316 
74.391 
75.473 

56.745 
57.583 
58.426 
59.276 

26.704 
26.900 
27.096 
27.293 

I 

255.2 
258.9 
262.6 
266.3 

200.4 
203.3 
206.2 
209.1 

76.563 
77.660 
78.766 
79.879 

60.132 
60.994 
61.862 
62.737 

27.489 
27.685 
27.882 
28.078 

9 

1 

270.0 
273.8 
277.6 
2811.4 

212.1 
215.0 
218.0 
221.0 

81.000 
82.129 
83.266 
84.410 

63.617 
64.504 
65.397 
66.296 

28.274 
28.471 
28.667 
28.863 

1 

285.2 
289.1 
293.0 
296.9 

224.0 
227.0 
230.1 
233.2 

85.563 
86.723 
87.891 
89.066 

67.201 
68.112 
69.029 
69.953 

29.060 
29.256 
29.452 
29.649 

! 

300.8 
304.8 
308.8 
312.8 

236.3 
239.4 
242.6 
245.7 

90.250 
91.441 
92.641 
93.848 

70.882 
71.818 
72.760 
73.708 

29.845 
30.O41 
30.238 
30.434 

I 

316.9 
321.0 
325.1 
329.2 

248.9 
252.1 
255.3 
258.5 

95.063 
96.285 
97.516 
98.754 

74.662 
75.622 
76.589 
77.561 

30.631 
30.827 
31.023 
31.220 

SQUARE  AND  ROUND  BARS. 

(CONTINUED.) 

Thickness 
or  Diameter 
in  Inches. 

Weight  of 
|Bar 
One  foot  long. 

Weight  of 
One  Foot  long. 

Area  of 
in  sq.  inches. 

irea  of 
•  Bar 

in  tq.  inches. 

Circumference 
of  •  Bar 
in  inches. 

10 

333.3 
337.5 
341.7 
346.0 

261.8 
265.1 
268.4 
271.7 

100.00 
101.25 
102.52 
103.79 

78.540 
79.525 
80.516 
81.513 

31.416 
31.612 
31.809 
32.005 

! 

350.2 
354.5 
358.8 
363.1 

275.1 
278.4 
281.8 
285.2 

105.06 
106.35 
107.64 
108.94 

82.616 
83.525 
84.541 
85.562 

32.201 
32.398 
32.594 
32.790 

1 

tt 

367.5 
371.9 
376.3 
380.7 

288.6 
292.1 
295.5 
299.0 

110.25 
111.57 
112.89 
114.22 

86.590 
87.624 
88.664 
89.710 

32.987 
33.183 
33.379 
33.576 

I 

385.2 
389.7 
394.2 
398.3 

302.5 
306.1 
309.6 
313.2 

115.56 
116.91 
118.27 
119.63 

90.763 
91.821 
92.886 
93.956 

33.772 
33.968 
34.165 
34.361 

11 

403.3 
407.9 
412.6 
417.2 

316.8 
320.4 
324.0 
327.7 

121.00 
122.38 
123.77 
125.16 

95.033 
96.116 
97.205 
98.301 

34.558 
34.754 
34.950 
35.147 

! 

421.9 
426.6 
431.3 
436.1 

331.3 
335.0 
338.7 
342.5 

126.56 
127.97 
129.39 
130.82 

99.402 
100.51 
101.62 
102.74 

35.343 
35.539 
35.736 
35.932 

| 

440.8 
445.6 
450.5 
455.3 

346.2 
350.0 
353.8 
357.6 

132.25 
133.69 
135.14 
136.60 

103.87 
105.0O 
106.14 
107.28 

36.128 
36.325 
36.521 
36.717 

.! 

460.2 
465.1 
470.1 
475.O 

361.4 
365.3 
369.2 
373.1 

138.06 
139.54 
141.02 
142.50 

108.43 
109.59 
110.75 
111.92 

36.914 
37.110 
37.306 
37.503 

3  —                                                                                                                     —  5 

WEIGHT   OP  SHEETS  OP  WROUGHT  IRON, 

STEEL,  COPPER  AND  BRASS.  (Prom  Haswell.^ 

Weights  per  Square  Foot.    Thickness  by  Birmingham  Gauge. 

No.  of 
Gauge. 

Thickness 
in  inches. 

Iron. 

Steel. 

Copper. 

Brass. 

0000 

.454 

18.22 

18.46 

20.57 

19.43 

000 

.425 

17.05 

17.28 

19.25 

18.19 

00 

.38 

15.25 

15.45 

17.21 

16.26 

0 

.34 

13.64 

13.82 

15.4O 

14.55 

1 

.3 

12.04 

12.20 

13.59 

12.84 

.284 

11.40 

11.55 

12.87 

12.16 

3 

,259 

10.39 

10.53 

11.73 

11.09 

4 

.238 

9.55 

9.68 

10.78 

10.19 

5 

.22 

8.83 

8.95 

9.97 

9.42 

6 

.203 

8.15 

8.25 

9.20 

8.69 

7 

.18 

7.22 

7.32 

8.15 

7.70 

8 

.165 

6.62 

6.71 

7.47 

7.06 

9 

.148 

5.94 

6.02 

6.70 

6.33 

10 

.134 

5.38 

6.45 

6.07 

5.74 

11 

.12 

4.82 

4.88 

5.44 

5.14 

12 

.109 

4.37 

4.43 

4.94 

4.67 

13 

.095 

3.81 

3.86 

4.30 

4.07 

14 

.083 

3.33 

3.37 

3.76 

3.55 

15 

.072 

2.89 

2.93 

3.26 

3.08 

16 

.065 

2.61 

2.64 

2.94 

2.78 

17 

.058 

2.33 

2.36 

2.63 

2.48 

18 

.049 

1.97 

1.99 

2.22 

2.10 

19 

.042 

1.69 

1.71 

1.90 

1.80 

20 

.035 

1.40 

1.42 

1.59 

1.50 

21 

.032 

1.28 

1.30 

1.45 

1.37 

22 

.028 

1.12 

1.14 

1.27 

1.20 

23 

.025 

1.00 

1.02 

1.13 

1.07 

24 

.022 

.883 

.895 

1.00 

.942 

25 

.02 

.803 

.813 

.906 

.856 

26 

.018 

.722 

.732 

.815 

.770 

27 

.016 

.642 

.651 

.725 

.685 

28 

.014 

.562 

.569 

.634 

.599 

29 

.013 

.522 

.529 

.589 

.556 

30 

.012 

.482 

.488 

.544 

.514 

31 

.01 

.401 

.407 

.453 

.428 

32 

.009 

.361 

.366 

.408 

.385 

33 

.008 

.321 

.325 

.362 

.342 

34 

.007 

.281 

.285 

.317 

.300 

35 

.005 

.201 

.203 

.227 

.214 

Specific  Gravity, 

7.704 

7.806 

8.698 

8.218 

Weight  Cubio  Foot, 

481.25 

487.75 

543.6 

513.6 

"        "    Inch, 

.2787 

.2823 

.3146 

.2972, 

WEIGHT  OF  SHEETS  OF  WROUGHT  IRON, 

STEEL,  COPPER  AND  BRASS.  (From  Haswell.) 

Weights  per  Sq  .  Foot.    Thickness  by  American  (  Browne  &  Sharpe's  )  Gauge. 

No.  of 
Gauge. 

Thickness 
in  inches. 

Iron.      |      Steel. 

Copper. 

Brass. 

0000 

.46 

18.46 

18.70 

20.84 

19.69 

000 

.4096 

16.44 

16.66 

18.56 

17.53 

00 

.3648 

14.64 

14.83 

16.53 

15.61 

0 

.3249 

13.04 

13.21 

14.72 

13.9O 

1 

.2893 

11.61 

11.76 

13.11 

12.38 

2 

.2576 

10.34 

10.48 

11.67 

11.03 

3 

.2294 

9.21 

9.33 

10.39 

9.82 

4 

.2043 

8.20 

8.31 

9.26 

8.74 

5 

.1819 

7.30 

7.40 

8.24 

7.79 

6 

.1620 

6.50 

6.59 

7.34 

6.93 

7 

.1443 

5.79 

5.87 

6.54 

6.18 

8 

.1285 

5.16 

5.22 

5.82 

5.50 

9 

.1144 

4.59 

4.65 

5.18 

4.9O 

10 

.1019 

4.09 

4.14 

4.62 

4.36 

11 

.0907 

3.64 

3.69 

4.11 

3.88 

12 

.0808 

3.24 

3.29 

3.66 

3.46 

13 

.0720 

2.89 

2.93 

3.26 

3.08 

14 

.0641 

2.57 

2.61 

2.90 

2.74 

15 

.0571 

2.29 

2.32 

2.59 

2.44 

16 

.0508 

2.04 

2.07 

2.30 

2.18 

17 

.0453 

1.82 

1.84 

2.05 

1.94 

18 

.0403 

1.62 

1.64 

1.83 

1.73 

19 

.0359 

1.44 

1.46 

1.63 

1.54 

20 

.0320 

1.28 

1.30 

1.45 

1.37 

21 

.0285 

1.14 

1.16 

1.29 

1.22 

22 

.0253 

1.02 

1.03 

1.15 

1.08 

23 

.0226 

.906 

.918 

1.02 

.966 

24 

.0201 

.807 

.817 

.911 

.860 

25 

.0179 

.718 

.728 

.811 

.766 

26 

.0159 

.640 

.648 

.722 

.682 

27 

.0142 

.570 

.577 

.643 

.608 

28 

.0126 

.507 

.514 

.573 

.541 

29 

.0113 

.452 

.458 

.510 

.482 

30 

.0100 

.402 

.408 

.454 

.429 

31 

.0089 

.358 

.363 

.404 

.382 

32 

.0080 

.319 

.323 

.360 

.340 

33 

.0071 

.284 

.288 

.321 

.303 

34 

.0063 

.253 

.256 

.286 

.270 

35 

.0056            .225 

.228 

.254 

.240 

As  there  are  many  gauges  in  use  differing  from  each  other,  and  even  the  thicknesses  of  a 
certain  specified  gauge,  as  the  Birmingham,  are  not  assumed  the  same  ty  all  manufacturers, 
orders  for  sheets  ana  wire  should  always  state  the  weight  per  square  foot,  or  the  thickness 
.  in  thousandths  of  an  inch.                                                                                         , 

fl    .___.._.-..,-..,   rn^mm  •••--         -    -    i  m     fl 

DEARBORN  FOUNDRY  COMPANY. 

'••                *-VT(''0                                          .2'»"rl         1         _•-•"-".      jj.     W  .o« 

STANDARD  CAST  SEPARATORS  FOR  BEAMS. 

DISTANCE. 

TWO  BOLTS. 

WEIGHT. 

DESIGNATION 
OP  BEAM. 

Out  to  Out 
of 
Flanges. 

jf 

Size. 

Cen. 
to 
Cen. 

Length. 

Bolts  and 
Nuts. 

Separ- 

itor. 

la. 

In. 

In. 

In. 

In 

Lbs. 

Ibs. 

15"  No.  1,  50  Ibs. 

Kji 

J 

1 

7 

7 

3 

17 

15"    "    2,67    " 

in 

i 

f 

7 

7| 

3i 

17 

12"    "    3,42    " 

91 

i 

1 

6* 

Of 

2| 

14 

10J"  "    4,  31£  " 

9| 

I 

1 

6 

6J 

2| 

11 

10"    "    5,30    " 

9J 

J 

1 

5 

ai 

2| 

10 

9"    "    6,23£" 

8^ 

i 

i 

4* 

5f 

2| 

9 

9"    "    7,45    " 

10f 

J 

3. 
4 

4* 

7i 

3 

10 

8"    "    8,  22    " 

8} 

i 

i 

4 

5J 

1| 

8 

7"    "    9,  18    " 

7| 

i 

1 

3J 

5i 

1J 

7 

6"    "  10,13J*' 

7 

i 

I 

3 

4J 

1* 

6 

5"    "  11,10    " 

6 

i 

1 

2* 

4f 

li 

5 

The  length  of  bolt  is  given  from  inside  of  head  to  end.  The 
weight  of  one  ^  inch  square  nut  included  in  the  above  is  0.27 
lb.,  and  of  one  fo  inch  square  nut  0.15  lb. 


DEARBORN  FOUNDRY  COMPANY. 


WEIGHT  OF  ONE  HUNDRED  BOLTS  WITH  SQUARE 
HEADS  AND  NUTS. 


HOOPES  &  TOWNSEND'S  LIST. 


Length 
under 

head  to 
point. 


Dl  AM  ETER   OF  BOLTS. 


,  %in. 


Xln. 


lin. 


136 

Sg 

i 


Ibs. 
4.00 
4.35 
4.75 
5.15 
5.50 

.5.75 
6.25 
7.00 
7.75 
8.50 
9.25 

10.00 

10.75 


Ibs. 
7.00 
7.50 
8.00 
8.50 
9.00 
9.50 
10.00 
11.00 
12.00 
13.00 
14.00 
15.00 
16.00 


* 


9 
10 
11 
12 
13 
14 
15 
16 
17 
18 
19 
20 

Perinch    I  i  -i  07 
additional  f  1  1'37 


Ibs. 
10.50 
11.25 
12.00 
12.75 
13.50 
14.25 
15.00 
16.50 
18.00 
19.50 
21.00 
22.50 
24.00 
25.50 
27.00 
28.50 
30.00 


Ibs. 
15.20 
16.30 
17.40 
18.50 
19.60 
20.70 
21.80 
24.00 
26.20 
28.40 
30.60 
32.80 
35.00 
37.20 
39.40 
41.60 
43.80 
46.00 
48.20 
50.40 
52.60 


2.13 


3.07 


4.18 


Ibs. 
22.50 
23.82 
25.15 
26.47 
27.80 
29.12 
30.45 
33.10 
35.75 
38.40 
41.05 
43.70 
46.35 
49.00 
61.65 
54.30 
59.60 
64.90 
70.20 
75.50 
80.80 
86.10 
91.40 
96.70 
102.00 
107.30 
112.60 
117.90 
123.20 

5.45 


Ibs. 
39.50 
41.62 
43.75 
45.88 
48.00 
50.12 
52.25 
56.50 
60.75 
65.00 
69.25 
73.50 
77.75 
82.00 
86.25 
90.50 
94.75 
103.25 
111.75 
120.25 
128.75 
137.25 
145.75 
154.25 
162.75 
171.00 
179.50 
188.00 
206.50 

8.52 


Ibs. 

63.00 

66.00 

69.00 

72.00 

75.00 

78.00 

81.00 

87.00 

93.10 

99.05 

105.20 

111.25 

117.30 

123.35 

129.40 

135.00 

141.50 

153.00 

165.70 

177.80 

189.90 

202.00 

214.10 

226.20 

238.30 

250.40 

262.60 

274.70 

286.80 

12.27 


Ibs. 


Ibs. 


109.00 
113.25 
117.50 
121.75 
126.00 
134.25 
142.50 
151.00 
159.55 
168.00 
176.60 
185.00 
193.65 
202.00 
210.70 
227.75 
244.80 
261.85 
278.90 
295.95 
313.00 
330.05 
347.10 
364.15 
381.20 
398.25 
415.30 


163 
169 
174 
180 
185 
196 
207 
218 
229 
240 
251 
262 
273 
284 
295 
317 
339 
360 
382 
404 
426 
448 
470 
492 
514 
536 
558 


16.70    21.82 


WEIGHTS  OF  NUTS  AND  BOLT-HEADS,  IN  POUNDS, 

For  calculating  the  weight  of  longer  bolts. 


Diameter  of  bolt,  in  inches  ...... 


Weight  of  hexagon  nut  and  head 
Weight  of  square  nut  and  head 


0.017 
|  0.021 


0.057 
0.069 


0.128 
0.164 


0.267 
0.320 


0.48  0.73 
0.650.88 


Diameter  of  bolt,  in  inches  ...... 


Weight  of  hexagon  nut  and  head  1.  10   2.14 
Weight  of  square  nut  and  head  1.31!  2.56 


3.78  I   5.6 
4.42  I   7.0 


2^_ 

17  128.8 
1».50  i  21  |36.4 


8.75 


81 


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210 


DEARBORN  FOUNDRY  COMPANY. 

DECIMALS  OF  AN  INCH  FOB,  EACH  ^jth. 

M- 

T&ths. 

Decimal. 

Fraction 

A*- 

A** 

Decimal. 

Fraction 

1 

.015625 

33 

.515625 

1 

2 

.03125 

17 

34 

.53125 

3 

.046875 

35 

.646875 

2 

4 

.0625 

1-16 

18 

36 

.5625 

9-16 

5 

.078125 

37 

.578125 

3 

6 

.09376 

19 

38 

.59375 

7 

.109375 

39 

.6O9375 

4 

8 

.125 

1-8 

2O 

40 

.625 

5-8 

0 

.140625 

41 

.640625 

5 

10 

.15625 

21 

42 

.65625 

11 

.171875 

43 

.671875 

6 

12 

.1875 

3-16 

22 

44 

.6875 

11-16 

13 

.203125 

45 

.703125 

7 

14 

.21875 

23 

46 

.71875 

15 

.234375 

47 

.734375 

8 

16 

.25 

1-4 

24 

48 

.75 

3-4 

17 

.265625 

49 

.765625 

9 

18 

.28125 

25 

60 

.78125 

19 

.296875 

61 

.796875 

10 

20 

.3125 

5-16 

26 

62 

.8125 

13-13 

21 

.328125 

53 

.828125 

11 

22 

.34375 

27 

54 

.84376 

23 

.359375 

55 

.859375 

12 

24 

.375 

3-8 

28 

56 

.876 

7-8 

25 

.390625 

57 

.890625 

13 

26 

.40625 

29 

58 

.90625 

27 

.421875 

59 

.921875 

14 

28 

.4375 

7-16 

3O 

60 

.9375 

15-16 

29 

.453125 

61 

.953125 

15 

30 

.46875 

31 

62 

.96875 

31 

.484375 

63 

.984375 

13 

32 

.5 

1-2 

32 

64 

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218 


DEARBORN  FOUNDRY  COMPANY. 

Standard  Connection  Angles 
for  Beams  and  Channels . 


For  2oj3eam 


4x  4x  X  x  15' 


"if 


4"x  4x%"xlO" 


-<j>-         -<j)~ 


sV-    3--  - 


4"x 


-<b- 

1 

-£)-     --G- 

'i1 

1  .  1          II 

13  Beam 


•S 
•£ 

T 
JL« 


DEARBORN  FOUNDRY  COMPANY. 

STANDARD  RIVET  OR  BOLT  HOLES  THROUGH  FLANGES. 

Iron  I  Beams. 

Size. 
Inches. 

Weight 

Foot. 
Lbs. 

Thickn's 
of 
Web. 
Inches. 

Width 
of 
Flange. 
Inches. 

Size  of 
Rivet  or 
Bolt 
through 
Flange. 
Inches. 

A 
Inches. 

D 

Inches. 

15 

80 

0.76 

6.08 

X 

3rV 

6* 

15 

60 

0.57 

5.45 

& 

3 

5rV 

15 

50 

0.49 

5.05 

3£ 

2% 

5 

12 

56% 

0.78 

5.16 

H 

3 

6& 

12 

42 

0.51 

4.63 

X 

2T9* 

5 

10% 

40 

0.55 

4.80 

% 

2ii 

4T9* 

10% 

31)4 

0.41 

4.53 

K 

2% 

4TV 

10 

36 

0.44 

4.50 

X 

2)4 

4rV 

10 

30 

0.37 

4.31 

K 

2i5ir 

4% 

9 

45 

0.52 

5.02 

X 

2% 

4)4 

9 

38)4 

0.46 

4.71 

$i 

2% 

4rV 

9 

28% 

0.40 

4.16 

% 

2% 

4?8- 

9 

23/3 

0.34 

3.96 

% 

21/8 

4% 

8 

35 

0.35 

4.60 

K 

2% 

4% 

8 

27 

0.41 

4.09 

% 

2)4 

4TV 

8 

21% 

0.33 

3.71 

% 

2 

4T5* 

7 

22 

0.38 

3.82 

H 

2K8 

4% 

7 

18 

0.26 

3.52 

% 

1% 

4J4 

6 

16 

0.25 

3.44; 

% 

lit 

4)^ 

6 

13% 

0.24 

3.24 

% 

1% 

4% 

5 

"12 

0.28 

2.96 

'to 

Iftj 

4T5ir 

5 

10 

0.23 

2.85  , 

% 

IT? 

414 

4 

7 

0.18 

2.50 

» 

iA 

4 

NOTE.  —  See  cuts  at  bottom  of  page  219  for  letters  A  and  D  in  tables. 

oon                                                                                   ^ 

DEARBORN  FOUNDRY  COMPANY. 

STANDARD  RIVET  OR  BOLT  HOLES  THROUGH  FLANGES. 

Steel  I  Beams. 

Size. 
Inches. 

Weight 

Foot. 
Lbs. 

Thickn's 
of 
Web. 
Inches. 

Width 
of 
Flange. 
Inches. 

Size  of 
Rivet  or 
Bolt 
through 
Flange. 
Inches. 

A 
Inches. 

D 
Inches. 

20 

80               0.60 

7.00 

X 

•H 

5* 

20 

64 

0.50 

6.25 

X 

3% 

5 

15 

50 

0.45 

5.75 

X 

s« 

4}| 

15 

41 

0.40 

5.50 

% 

2ll 

471 

12 

40 

0.39 

5.50 

X 

2rf 

4% 

12 

32 

0.35 

5.25 

X 

2}  -| 

4% 

10 

33 

0.37 

5.00 

2tt 

4% 

10 

25^ 

0.32 

4.75 

% 

a& 

*A 

9 

27 

0.31 

4.75 

X 

2r* 

4T6lf 

9 

21 

0.27 

4.50 

X 

2^ 

4H 

8 

22 

0.27 

4.50 

X 

2X 

4^ 

8 

18 

0.25 

4.25 

X 

2% 

4J4 

7 

20 

0.27 

4.25 

X 

2i£ 

4/4 

7 

15tf 

0.23 

4.00 

H 

2>g 

4J4 

6 

16 

0.26 

3.625 

% 

IT* 

4/i 

6 

13 

0.23 

3.50 

5/s 

1% 

4/4 

5 

13 

0.26 

3.13 

K 

iH 

4% 

5 

10 

0.22 

3.00 

fe 

1% 

41-4 

4 

10 

0.24 

2.75 

JS 

1% 

4j/ 

4 

7J6 

0.20 

2.625 

% 

iiV 

*A 

NOTE.—  See  cuts  at  bottom  of  page  219  for  letters  A  and  D  in  table. 

DEARBORN  FOUNDRY  COMPANY. 

STANDARD  RIVET  OR  BOLT  HOLES  THROUGH  FLANGES. 

Channels. 

Size. 
Inches. 

15 

Weight 
per 
Foot. 
Lbs. 

Thickn's 
of 
Web. 
Inches. 

Width 
of 
Flange. 
Inches. 

Size  of 
Rivet  or 
Bolt 
through 
Flange. 
Inches. 

B 
Inches. 

D 
Inches. 

40 

0.53 

3.53 

X 

2 

5 

12 

30 

0.47 

2.73 

X 

1« 

5 

12 

23 

0.31 

3.00 

X 

1-11 

4H 

12 

20 

0.32 

3.01 

% 

Itt 

*H 

10 

20 

0.30 

2.50 

% 

iA 

4T5ff 

10     - 

17% 

0.29 

2.48 

% 

1% 

4j5lT 

10 

16 

0.32 

2.51 

% 

iA 

4iif 

9 

18 

0.31 

2.45 

K 

1% 

4yV 

9 

16 

0.30 

2.43 

X 

1% 

4i5ir 

9 

14K 

0.32 

2.52 

£ 

iA 

4l5^ 

8 

16 

0.31 

2.35 

X 

IT5* 

4inr 

8 

14 

0.31 

2.25 

% 

M 

4i5if 

8 

10 

0.21 

2.01 

% 

ll/8 

4lF 

7 

14 

0.31 

2.35 

K 

IT5* 

*A 

7 

1QK 

0.24 

1.94 

» 

iA 

4M 

7 

8% 

0.19 

1.89 

% 

iA 

4r3ff 

6 

10 

0.22 

2.04 

% 

VA 

4^4 

6 

73* 

0.20 

1.76 

% 

1 

4i*ff 

5 

9 

0.26 

1.94 

% 

1% 

4% 

5 

6% 

0.18 

1.68 

X 

H 

*A 

4 

7 

0.24 

1.74 

% 

i 

*« 

4 

5 

0.17 

1.49 

JJ 

1! 

4jj 

NOTE.—  See  cuts  at  bottom  of  page  219  for  letters  B  and  I)  in  table. 

222 


DEARBORN  FOUNDRY  COMPANY. 


INDEX. 

Page. 

Anchors  (cuts) 76 

Angle  Guards  for  Door  Jambs  (cuts) 75 

Iron  (cuts) 140  to  142 

•  (wrought)  as  Lintels 216to217 

"      Strength  of 216to217 

•  Weights 140tol42 

Beam  connection  (cuts) 219 

A  ea  Guards  (cast  iron) 80 

(wrought) 80 

Grating 81 

Bailing 81 

Ash  Pit  Doors  and  Frames 78 

"     Shutes 78 

Balcony  Brackets 68 

Railing 91 

Bar,  Sash 77 

Beams,  Anchors  for 76 

Channel  (sections) 136  to  139 

Connections 40to  41 

Deck  (sections) 135 

Eye  (sections) 132  to  135 

Fireproof 101 

Floor 186 

Steel  (sections) 117tol21 

Table  of  safe  loads  (iron) 160  to  185 

(steel) 122tol31 

•      (wood) 112 

Facings 67 

Beam  punching  (table) 219to222 

Bearers  (column) 40  to  41 

Boiler  Fronts 94 

Box  Girders  (cuts) 102  to  107 

Brick,  Shutter 85 

*  Walls,  weight  of 192 

Bolts  (weight  of) 209 

Carved  Capitals 55  to  64 

Rosettes 66 

Cast  Iron  (columns) 24  to  39 

strength  of 42 to  54 

"       "       Cresting 90 

Balcony  Brackets 68 

Lintels  (cuts) 69to  70 

Mullions 36  to   39 

Pilasters 24  to  29 

"        "         Posts 88 

"       Treads  (for  wood  steps) 75 

Ceiling,  Fireproof  (cuts).. 101 

Channel  Beams  (see  table) 136  to  139 

Coal  Hole  Covers  (solid) 98 

"      Doors 99 

"       "     Rings 97 

*  "     Thimbles...  97 


QQ3 


INDEX— Continued. 

Page. 

Counter  Brackets  and  Railing 77 

Connections  (beam.) 40  to  41 

Crowds  (weight  of) 114 

Cresting 90 

Cuts  of  Girders 115 

Decimal  parts  of  afoot 212  to 215 

an  inch 211 

Deck  Beams  (see  cuts) 135 

Deflection  of  Wrought  Beams 161 

«    Steel  *       116 

Description  of  Fronts  (in  ordering) 5  to  23 

Detail  of  Construction 40  to  41 

Cast  Lintels  (cuts) 69to  70 

Framing 186 

Doors,  Vault 92  to  93 

Fire  Proof  Floors 101 

Floor  Girders  (see  beams) 186 

Weightsof 114 

Fronts(cuts) 4to  23 

"       Boiler...  84 


Gas  Pipe  Columns  (see  cuts)  ...................................      35 

"     weight  and  sizes  ......................................    210 

Girders,  Beam  ................................................      109 

Box  ...............................................  102  to  108 

44        (cuts)  .................................................      115 

Riveted,  table  on  ................................  187  to  189 

Wroughtlron  ....................................  102tolo8 

Sandwich  .......................  .  .................  110  to  111 

"         Straps  ................................................      76 

Table,  strength  of  ................................  102tol08 

Grate  Bars  ........................................................     2s 

"     Ventilating  ...............................................      78 

Guards,  Corner  ...............................................  •  •  •     J5 

Window  ................................................      82 

Wire  ....................................................     83 

Joist  Anchors  ...................................................      J6 

"     Floor  (see  beams)  ..........................................    »• 

«     Straps  ......................................................      76 


Table,  strength  of  ™ 

Lights,  Prismatic  ..........................................    »6  to  " 

Man  Hole  Covers  and  Frames  .............................  ....     £9 

Mullion  Columns  .........................................    36  to  < 

Notes  on  Floors  ..................  ..........................  JX!°Ji2 

"       "    Roofs  ............................................  190tol92 

41    Shutters  ..............................................      85 


224 


INDEX-Continued, 

Page. 

Ornamental  Anchors 65 

Caps 55  to  64 

Park  Grates 79 

Pilasters 24  to  29 

Plate  Girders 102  to  108 

Step(cut) 75 

Posts  (cast> 88  to  89 

"     Lamp 100 

"     Railing-  and  Stairs 88 


Preface 3 

"       to  Steal  Beams 116 

Prismatic  (coal  hole  covers) 96 

Lights 96  to  99 

Riveted  I  Beams 109 

Plate  and  Box  Girders 102  to  108 

Girders,  explanation  of  table  on 187 

Rosettes 66  to  67 

Roofs 192 

Railing 91 

Railroad  Iron  (strength  of) 113 

Round  and  Square  Iron,  Weight  of 200  to  205 

Rule  for  finding1  the  area  of  a  bar  of  wrought  iron,  given 
the  weight,  and  vice  versa 192 

Sash  Bar 77 

Separators,  Weights  of 208 

Sewer  Grates 79 

Sheet  Iron  (table) 206  to  207 

Sections  of  Iron  Beams 132  to  135 

Steel     "        117tol21 

Channels 136  to  139 

Deck  Beams 139 

Angle  Iron 140  to  142 

Tee         "    144tol48 

Shutter  Brick 85 

Shutters  (wrought  iron) 84  to  85 

Stairs,  Circular 87 

"       Outside f. 86 

Plates 75 

"       Railing 91 

Standard  punching  for  Beams 220  to  222 

Strength  of  Columns  (round) 42  to  46 

(rectangular) 51  to  54 

(square) 47  to  50 

(formulas) 42  to   43 

Angle  Iron 216  to  217 

Tee        "    218 

Railroad  Iron 113 

Lintels 71  to   74 

Material 193 

Wrought  and  Steel  Beams 122  to  185 

Straps  (anchor) 76 

"       Girder 76 


INDEX— Continued. 

Page. 

Stirrups  (wrought  iron) 77 

Spacing  of  Floor  Beams  (iron) 152  to  159 

(steel) 124  to  131 

Tables,  Strength  of  I  Beams  (iron) ..  150  to  185 

(steel) 122  to  123 

Properties  of  I  Beams  (iron  and  steel) 122  to  185 

Columns 42  to   54 

Girders 102  to  108 

Lintels 71  to  74 

Tie  Rods 76 

Trap  Doors 99 

Vault  Doors 92  to  93 

"      Rods 76 

"       Lights 96 

Ventilating  Doors 98 

Ventilating  Grates 78 

Wagon  Wheel  Guards 75 

Weights  of  Angle  Iron 140  to  142 

I  Beams  (see  sections) 132  to  135 

Channels 136  to  139 

Deck  Beams 139 

T  Iron 144  to  148 

Bolts 209 

Separators 208 

Gas  Pipe 210 

Floors 114 

Floors 192 

Flat  Iron 194  to  199 

Round  Iron 200  to  205 

Square  Iron 200  to  205 

Sheet  Iron 206  to  207 

Star  Iron 143 

Wrought  Iron,  Anchors 76 

Balcony  Brackets 68 

Window  Guards 82 

Shutters 84  to   85 

Stirrups 77 

Sash  Bar 77 

Window  Caps 75 

Sills  . .  75 


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